2025-10-21; City Council; 05; Adoption of Plans, Specifications, Contract Documents, Authorization to Advertise for Bids for the Veterans Memorial Park Project and the Faraday Avenue Improvements Proj — Carlsbad City Council, October 21, 2025 (part 13 of 15)

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line C.wsx Computed 11/17/24 16:37:18

TITLE INFORMATION
*************************************
WATER SURFACE ELEVATION 0 LINE C JN 101.176

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line ==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"No 1" Outlet 102.00 73.10 0.00 *73.584 0.484 12.40 1 25.16 9.83 83.42 0.000 1.330 0.000 0.00000 0.000 Circular Pipe "i.p." 103.73 73.82 0.00 *74.307 0.491 12.40 1 24.65 9.44 83.75 0.000 1.330 7.269 0.41319 0.400 Circular Pipe "i.p." 107.26 75.27 0.00 *75.780 0.508 12.40 1 23.51 8.58 84.36 0.000 1.330 6.797 0.41319 0.400 Circular Pipe "i.p." 110.18 76.48 0.00 *77.008 0.526 12.40 1 22.41 7.80 84.81 0.000 1.330 6.354 0.41319 0.400 Circular Pipe "i.p." 112.66 77.50 0.00 *78.048 0.545 12.40 1 21.37 7.09 85.14 0.000 1.330 5.939 0.41319 0.400 Circular Pipe "i.p." 114.77 78.38 0.00 *78.942 0.565 12.40 1 20.38 6.45 85.39 0.000 1.330 5.549 0.41319 0.400 Circular Pipe "i.p." 116.59 79.13 0.00 *79.716 0.585 12.40 1 19.43 5.86 85.58 0.000 1.330 5.184 0.41319 0.400 Circular Pipe "i.p." 118.18 79.79 0.00 *80.392 0.606 12.40 1 18.52 5.33 85.72 0.000 1.330 4.841 0.41319 0.400 Circular Pipe "i.p." 119.56 80.36 0.00 *80.986 0.628 12.40 1 17.66 4.84 85.83 0.000 1.330 4.519 0.41319 0.400 Circular Pipe "i.p." 120.78 80.86 0.00 *81.511 0.652 12.40 1 16.84 4.40 85.91 0.000 1.330 4.217 0.41319 0.400 Circular Pipe "i.p." 121.85 81.30 0.00 *81.977 0.676 12.40 1 16.06 4.00 85.98 0.000 1.330 3.934 0.41319 0.400 Circular Pipe "i.p." 122.79 81.69 0.00 *82.391 0.701 12.40 1 15.31 3.64 86.03 0.000 1.330 3.667 0.41319 0.400 Circular Pipe "i.p." 123.62 82.03 0.00 *82.762 0.727 12.40 1 14.60 3.31 86.07 0.000 1.330 3.417 0.41319 0.400 Circular Pipe "i.p." 124.36 82.34 0.00 *83.093 0.755 12.40 1 13.92 3.01 86.10 0.000 1.330 3.182 0.41319 0.400 Circular Pipe "i.p." 125.01 82.61 0.00 *83.390 0.784 12.40 1 13.27 2.73 86.12 0.000 1.330 2.961 0.41319 0.400 Circular Pipe "i.p." 125.58 82.84 0.00 *83.657 0.814 12.40 1 12.65 2.49 86.14 0.000 1.330 2.753 0.41319 0.400 Circular Pipe "i.p." 126.08 83.05 0.00 *83.898 0.846 12.40 1 12.06 2.26 86.16 0.000 1.330 2.557 0.41319 0.400 Circular Pipe "i.p." 126.53 83.23 0.00 *84.114 0.880 12.40 1 11.50 2.05 86.17 0.000 1.330 2.373 0.41319 0.400 Circular Pipe "i.p." 126.91 83.39 0.00 *84.310 0.916 12.40 1 10.97 1.87 86.18 0.000 1.330 2.198 0.41319 0.400 Circular Pipe "i.p." 127.25 83.53 0.00 *84.486 0.954 12.40 1 10.46 1.70 86.18 0.000 1.330 2.033 0.41319 0.400 Circular Pipe "i.p." 127.54 83.65 0.00 *84.645 0.995 12.40 1 9.97 1.54 86.19 0.000 1.330 1.876 0.41319 0.400 Circular Pipe "i.p." 127.78 83.75 0.00 *84.790 1.038 12.40 1 9.51 1.40 86.19 0.000 1.330 1.726 0.41319 0.400 Circular Pipe "i.p." 127.98 83.84 0.00 *84.920 1.085 12.40 1 9.06 1.28 86.20 0.000 1.330 1.582 0.41319 0.400 Circular Pipe "i.p." 128.14 83.90 0.00 *85.038 1.135 12.40 1 8.64 1.16 86.20 0.000 1.330 1.442 0.41319 0.400 Circular Pipe "i.p." 128.27 83.95 0.00 *85.145 1.191 12.40 1 8.24 1.05 86.20 0.000 1.330 1.303 0.41319 0.400 Circular Pipe "i.p." 128.35 83.99 0.00 *85.241 1.254 12.40 1 7.86 0.96 86.20 0.000 1.330 1.161 0.41319 0.400 Circular Pipe "No 2" Reach 128.38 84.00 0.00 *85.329 1.329 12.40 1 7.49 0.87 86.20 0.000 1.330 1.002 0.41319 0.400 Circular Pipe "No 3" Headwrk 128.38 84.00 0.00 *85.330 1.330 12.40 1 7.49 0.87 86.20 0.000 1.330 0.000 0.00000 0.000 Circular Pipe

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

…VMP - Hydrology & Hydraulic Report - Final.docx page 115

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of: Onsite Storm Drain: WSPG Calculations for Proposed 100-Year Storm for Lines into Basins

Calculation
Onsite Storm Drain Calculation

Assumptions:

• For basins and storm drains not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question

Basin A

8-inch inlet pipe:
• Contributory Area: 0.45 acres
• Prorated Q(100): 1.2 cfs
• Ponding at Basin Inlet: 0.20-feet
• Water Surface Elev. in Basin: 54.70
• Invert of pipe in basin: 54.33

From WSPG Calc:

Water surface at upstream drain: 57.0
Drain elevation: 59.0
OK

Basin BC

8-inch inlet pipe:
• Contributory Area: 0.41 acres
• Prorated Q(100): 2.0 cfs
• Ponding at Basin Inlet: 0.24-feet
• Water Surface Elev. in Basin: 55.74
• Invert of pipe in basin: 54.33

From WSPG Calc:

Water surface at upstream drain: 61.6
Drain elevation: 64.4
OK

Basin E

From WSPG Calc:

Water surface at upstream drain:

Drain elevation:

12-inch inlet pipe:
• Contributory Area: 4.1 acres
• Prorated Q(100): 6.5 cfs
• Ponding at Basin Inlet: 0.48-feet
• Water Surface Elev. in Basin: 56.98
• Invert of pipe in basin: 54.83

58.7 64.5

Calculation

Basin F

12-inch inlet pipe:
• Contributory Area: 4.3 acres
• Prorated Q(100): 6.8 cfs
• Ponding at Basin Inlet: 0.67-feet
• Water Surface Elev. in Basin: 74.67
• Invert of pipe in basin: 72.83

From WSPG Calc:

Water surface at upstream drain: 98.97
Drain elevation: 101.25
OK

Basin G

12-inch inlet pipe:
• Contributory Area: 5.2 acres
• Prorated Q(100): 8.2 cfs
• Ponding at Basin Inlet: 0.65-feet
• Water Surface Elev. in Basin: 88.65
• Invert of pipe in basin: 87.33

From WSPG Calc:

Water surface at upstream drain: 99.0
Drain elevation: 102.0
OK

Basin H

12-inch inlet pipe:
• Contributory Area: 2.1 acres
• Prorated Q(100): 3.6 cfs
• Ponding at Basin Inlet: 0.72-feet
• Water Surface Elev. in Basin: 83.39
• Invert of pipe in basin: 81.33

From WSPG Calc:

Water surface at upstream drain: 86.8
Drain elevation: 89.0
OK

Calculation
Basin H

12-inch inlet pipe:
• Contributory Area: 2.1 acres
• Prorated Q(100): 3.6 cfs
• Ponding at Basin Inlet: 0.72-feet
• Water Surface Elev. in Basin: 83.39
• Invert of pipe in basin: 81.33

From WSPG Calc:

Water surface at upstream drain: 85.53
Drain elevation: 91.0
OK

Basin I

4-inch inlet pipe:
• Contributory Area: 0.24 acres
• Prorated Q(100): 0.4 cfs
• Ponding at Basin Inlet: 0.1-feet
• Water Surface Elev. in Basin: 85.60
• Invert of pipe in basin: 85.53

From WSPG Calc:

Water surface at upstream drain: 86.8
Drain elevation: 89.0
OK

Basin J

8-inch inlet pipe:
• Contributory Area: 0.27 acres
• Prorated Q(100): 0.5 cfs
• Ponding at Basin Inlet: 0.0.08-feet
• Water Surface Elev. in Basin: 100.58
• Invert of pipe in basin: 108.33

From WSPG Calc:

Water surface at upstream drain: 101.1
Drain elevation: 102.1
OK

Calculation
Basin K

8-inch inlet pipe:
• Contributory Area: 0.75 acres
• Prorated Q(100): 31.7cfs
• Ponding at Basin Inlet: 0.34-feet
• Water Surface Elev. in Basin: 108.84
• Invert of pipe in basin: 108.33

From WSPG Calc:

Water surface at upstream drain: 110.8
Drain elevation: 114.25
OK

Basin L

4-inch inlet pipe:
• Contributory Area: 0.22 acres
• Prorated Q(100): 0.4 cfs
• Ponding at Basin Inlet: 0.08-feet
• Water Surface Elev. in Basin: 78.58
• Invert of pipe in basin: 78.33

From WSPG Calc:

Water surface at upstream drain: 79.6
Drain elevation: 80.0
OK

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed A.wsx Computed 11/19/24 10:29:58

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"Node2" Outlet 0.00 54.33 56.00 54.632 0.302 2.00 1 12.94 2.60 57.23 0.000 0.627 0.000 0.00000 0.000 Circular Pipe "i.p." 2.57 54.40 56.13 54.692 0.292 2.00 1 13.53 2.84 57.53 0.000 0.627 5.056 0.02700 0.471 Circular Pipe "i.p." 5.19 54.47 56.26 54.752 0.282 2.00 1 14.19 3.13 57.88 0.000 0.627 5.418 0.02700 0.471 Circular Pipe "i.p." 7.67 54.54 56.38 54.809 0.272 2.00 1 14.88 3.44 58.25 0.000 0.627 5.804 0.02700 0.471 Circular Pipe "Link1" Reach 10.00 54.60 56.50 54.863 0.263 2.00 1 15.61 3.78 58.65 0.000 0.627 6.215 0.02700 0.471 Circular Pipe "i.p." 15.47 55.77 58.05 56.035 0.269 2.00 1 15.14 3.56 59.59 0.000 0.627 5.946 0.21333 0.251 Circular Pipe "i.p." 20.97 56.94 59.61 57.220 0.278 2.00 1 14.43 3.23 60.45 0.000 0.627 5.551 0.21333 0.251 Circular Pipe "i.p." 24.71 57.74 60.67 58.026 0.289 2.00 1 13.76 2.94 60.97 0.000 0.627 5.181 0.21333 0.251 Circular Pipe "i.p." 27.48 58.33 61.45 58.628 0.299 2.00 1 13.12 2.67 61.30 0.000 0.627 4.833 0.21333 0.251 Circular Pipe "i.p." 29.64 58.79 62.06 59.100 0.310 2.00 1 12.51 2.43 61.53 0.000 0.627 4.506 0.21333 0.251 Circular Pipe "i.p." 31.38 59.16 62.56 59.483 0.322 2.00 1 11.93 2.21 61.69 0.000 0.627 4.199 0.21333 0.251 Circular Pipe "i.p." 32.82 59.47 62.96 59.802 0.334 2.00 1 11.37 2.01 61.81 0.000 0.627 3.911 0.21333 0.251 Circular Pipe "i.p." 34.02 59.72 63.31 60.071 0.347 2.00 1 10.84 1.83 61.90 0.000 0.627 3.640 0.21333 0.251 Circular Pipe "i.p." 35.04 59.94 63.59 60.302 0.361 2.00 1 10.34 1.66 61.96 0.000 0.627 3.385 0.21333 0.251 Circular Pipe "i.p." 35.91 60.13 63.84 60.502 0.375 2.00 1 9.86 1.51 62.01 0.000 0.627 3.145 0.21333 0.251 Circular Pipe "i.p." 36.65 60.29 64.05 60.676 0.390 2.00 1 9.40 1.37 62.05 0.000 0.627 2.919 0.21333 0.251 Circular Pipe "i.p." 37.30 60.42 64.23 60.829 0.406 2.00 1 8.96 1.25 62.08 0.000 0.627 2.705 0.21333 0.251 Circular Pipe "i.p." 37.85 60.54 64.39 60.964 0.422 2.00 1 8.54 1.13 62.10 0.000 0.627 2.503 0.21333 0.251 Circular Pipe "i.p." 38.33 60.64 64.53 61.083 0.440 2.00 1 8.15 1.03 62.11 0.000 0.627 2.311 0.21333 0.251 Circular Pipe "i.p." 38.74 60.73 64.64 61.189 0.459 2.00 1 7.77 0.94 62.13 0.000 0.627 2.128 0.21333 0.251 Circular Pipe "i.p." 39.08 60.80 64.74 61.284 0.480 2.00 1 7.41 0.85 62.14 0.000 0.627 1.952 0.21333 0.251 Circular Pipe "i.p." 39.37 60.87 64.82 61.368 0.502 2.00 1 7.06 0.77 62.14 0.000 0.627 1.782 0.21333 0.251 Circular Pipe "i.p." 39.61 60.92 64.89 61.444 0.526 2.00 1 6.73 0.70 62.15 0.000 0.627 1.614 0.21333 0.251 Circular Pipe "i.p." 39.80 60.96 64.94 61.512 0.554 2.00 1 6.42 0.64 62.15 0.000 0.627 1.444 0.21333 0.251 Circular Pipe "i.p." 39.94 60.99 64.98 61.572 0.586 2.00 1 6.12 0.58 62.15 0.000 0.627 1.258 0.21333 0.251 Circular Pipe "Link2" Reach 40.00 61.00 65.00 61.626 0.626 2.00 1 5.84 0.53 62.15 0.000 0.627 1.011 0.21333 0.251 Circular Pipe "Node3" Headwrk 40.00 61.00 65.00 61.627 0.627 2.00 1 5.83 0.53 62.15 0.000 0.627 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************
WARNING 25: Link type element Link2 has different invert elevation than its upstream node.

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"Node2" Outlet 0.00 54.83 57.40 56.980 2.150 6.50 1 8.28 1.06 58.04 0.000 0.966 0.000 0.00000 0.000 Circular Pipe "Link1" Reach 20.00 55.35 63.00 57.457 2.107 6.50 1 8.28 1.06 58.52 0.000 0.966 0.000 0.02600 0.784 Circular Pipe HYDRAULIC JUMP at 20.25 of length 0.07 "i.p." 20.25 55.38 63.02 57.463 2.083 6.50 1 8.28 1.06 58.53 0.000 0.966 0.000 0.11750 0.470 Circular Pipe "i.p." 20.25 55.38 63.02 55.956 0.577 6.50 1 13.86 2.98 58.94 0.000 0.966 3.545 0.11750 0.470 Circular Pipe "i.p." 22.74 55.67 63.21 56.262 0.590 6.50 1 13.48 2.82 59.08 0.000 0.966 3.392 0.11750 0.470 Circular Pipe "i.p." 26.31 56.09 63.47 56.705 0.614 6.50 1 12.85 2.56 59.27 0.000 0.966 3.141 0.11750 0.470 Circular Pipe "i.p." 29.23 56.43 63.69 57.074 0.640 6.50 1 12.25 2.33 59.40 0.000 0.966 2.905 0.11750 0.470 Circular Pipe "i.p." 31.65 56.72 63.87 57.385 0.667 6.50 1 11.68 2.12 59.50 0.000 0.966 2.679 0.11750 0.470 Circular Pipe "i.p." 33.67 56.96 64.03 57.652 0.696 6.50 1 11.14 1.93 59.58 0.000 0.966 2.464 0.11750 0.470 Circular Pipe "i.p." 35.36 57.16 64.15 57.883 0.728 6.50 1 10.62 1.75 59.63 0.000 0.966 2.257 0.11750 0.470 Circular Pipe "i.p." 36.78 57.32 64.26 58.083 0.762 6.50 1 10.13 1.59 59.68 0.000 0.966 2.056 0.11750 0.470 Circular Pipe "i.p." 37.95 57.46 64.35 58.259 0.800 6.50 1 9.65 1.45 59.71 0.000 0.966 1.855 0.11750 0.470 Circular Pipe "i.p." 38.90 57.57 64.42 58.413 0.843 6.50 1 9.20 1.32 59.73 0.000 0.966 1.648 0.11750 0.470 Circular Pipe "i.p." 39.61 57.65 64.47 58.548 0.894 6.50 1 8.78 1.20 59.74 0.000 0.966 1.411 0.11750 0.470 Circular Pipe "Link2" Reach 40.00 57.70 64.50 58.665 0.965 6.50 1 8.37 1.09 59.75 0.000 0.966 1.014 0.11750 0.470 Circular Pipe "Node3" Headwrk 40.00 57.70 64.50 58.666 0.966 6.50 1 8.36 1.09 59.75 0.000 0.966 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"Node2" Outlet 0.00 72.83 74.80 73.278 0.448 6.80 1 19.94 6.18 79.46 0.000 0.971 0.000 0.00000 0.000 Circular Pipe "i.p." 0.19 72.84 74.86 73.283 0.448 6.80 1 19.99 6.20 79.48 0.000 0.971 6.021 0.02600 0.821 Circular Pipe "i.p." 4.57 72.95 76.22 73.380 0.432 6.80 1 20.96 6.82 80.20 0.000 0.971 6.455 0.02600 0.821 Circular Pipe "i.p." 8.72 73.06 77.50 73.473 0.416 6.80 1 21.98 7.50 80.98 0.000 0.971 6.917 0.02600 0.821 Circular Pipe "i.p." 12.67 73.16 78.73 73.561 0.402 6.80 1 23.06 8.26 81.82 0.000 0.971 7.409 0.02600 0.821 Circular Pipe "i.p." 16.42 73.26 79.89 73.644 0.387 6.80 1 24.18 9.08 82.73 0.000 0.971 7.933 0.02600 0.821 Circular Pipe "Link1" Reach 20.00 73.35 81.00 73.724 0.374 6.80 1 25.36 9.99 83.71 0.000 0.971 8.492 0.02600 0.821 Circular Pipe "i.p." 35.97 78.27 85.04 78.650 0.379 6.80 1 24.92 9.64 88.29 0.000 0.971 8.281 0.30813 0.369 Circular Pipe "i.p." 55.07 84.16 89.88 84.548 0.393 6.80 1 23.76 8.77 93.31 0.000 0.971 7.735 0.30813 0.369 Circular Pipe "i.p." 65.18 87.27 92.44 87.679 0.407 6.80 1 22.65 7.97 95.65 0.000 0.971 7.223 0.30813 0.369 Circular Pipe "i.p." 71.91 89.34 94.14 89.766 0.422 6.80 1 21.60 7.24 97.01 0.000 0.971 6.742 0.30813 0.369 Circular Pipe "i.p." 76.85 90.87 95.39 91.303 0.437 6.80 1 20.59 6.59 97.89 0.000 0.971 6.291 0.30813 0.369 Circular Pipe "i.p." 80.68 92.05 96.36 92.502 0.454 6.80 1 19.64 5.99 98.49 0.000 0.971 5.868 0.30813 0.369 Circular Pipe "i.p." 83.77 93.00 97.14 93.471 0.470 6.80 1 18.72 5.44 98.91 0.000 0.971 5.470 0.30813 0.369 Circular Pipe "i.p." 86.32 93.79 97.79 94.274 0.488 6.80 1 17.85 4.95 99.22 0.000 0.971 5.096 0.30813 0.369 Circular Pipe "i.p." 88.46 94.44 98.33 94.951 0.507 6.80 1 17.02 4.50 99.45 0.000 0.971 4.745 0.30813 0.369 Circular Pipe "i.p." 90.28 95.00 98.79 95.530 0.526 6.80 1 16.23 4.09 99.62 0.000 0.971 4.415 0.30813 0.369 Circular Pipe "i.p." 91.83 95.48 99.18 96.031 0.547 6.80 1 15.47 3.72 99.75 0.000 0.971 4.104 0.30813 0.369 Circular Pipe "i.p." 93.18 95.90 99.52 96.467 0.568 6.80 1 14.75 3.38 99.85 0.000 0.971 3.812 0.30813 0.369 Circular Pipe "i.p." 94.35 96.26 99.82 96.849 0.591 6.80 1 14.07 3.07 99.92 0.000 0.971 3.535 0.30813 0.369 Circular Pipe "i.p." 95.36 96.57 100.08 97.187 0.615 6.80 1 13.41 2.79 99.98 0.000 0.971 3.274 0.30813 0.369 Circular Pipe "i.p." 96.25 96.84 100.30 97.485 0.641 6.80 1 12.79 2.54 100.02 0.000 0.971 3.027 0.30813 0.369 Circular Pipe "i.p." 97.02 97.08 100.50 97.751 0.668 6.80 1 12.19 2.31 100.06 0.000 0.971 2.792 0.30813 0.369 Circular Pipe "i.p." 97.70 97.29 100.67 97.988 0.698 6.80 1 11.63 2.10 100.09 0.000 0.971 2.567 0.30813 0.369 Circular Pipe "i.p." 98.28 97.47 100.81 98.199 0.729 6.80 1 11.08 1.91 100.11 0.000 0.971 2.351 0.30813 0.369 Circular Pipe "i.p." 98.78 97.63 100.94 98.389 0.763 6.80 1 10.57 1.73 100.12 0.000 0.971 2.141 0.30813 0.369 Circular Pipe "i.p." 99.21 97.76 101.05 98.558 0.802 6.80 1 10.08 1.58 100.14 0.000 0.971 1.931 0.30813 0.369 Circular Pipe "i.p." 99.57 97.87 101.14 98.711 0.845 6.80 1 9.61 1.43 100.14 0.000 0.971 1.713 0.30813 0.369 Circular Pipe "i.p." 99.84 97.95 101.21 98.848 0.896 6.80 1 9.16 1.30 100.15 0.000 0.971 1.463 0.30813 0.369 Circular Pipe "Link2" Reach 100.00 98.00 101.25 98.970 0.970 6.80 1 8.73 1.18 100.15 0.000 0.971 1.019 0.30813 0.369 Circular Pipe "Node3" Headwrk 100.00 98.00 101.25 98.971 0.971 6.80 1 8.73 1.18 100.15 0.000 0.971 0.000 0.00000 0.000 Circular Pipe

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************
WARNING 15: Invert elevation of element Link1 is not larger than invert elevation of the direct downstream element.

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"Node2" Outlet 0.00 87.33 90.00 87.874 0.544 8.20 1 18.77 5.47 93.35 0.000 0.980 0.000 0.00000 0.000 Circular Pipe "i.p." 3.17 87.32 90.50 87.845 0.529 8.20 1 19.47 5.89 93.73 0.000 0.980 5.283 -0.00421 1.000 Circular Pipe "i.p." 7.27 87.30 91.15 87.808 0.509 8.20 1 20.42 6.48 94.28 0.000 0.980 5.679 -0.00421 1.000 Circular Pipe "i.p." 11.28 87.28 91.78 87.773 0.490 8.20 1 21.42 7.12 94.90 0.000 0.980 6.099 -0.00421 1.000 Circular Pipe "i.p." 15.19 87.27 92.40 87.738 0.472 8.20 1 22.46 7.84 95.57 0.000 0.980 6.547 -0.00421 1.000 Circular Pipe "Link1" Reach 19.00 87.25 93.00 87.705 0.455 8.20 1 23.56 8.62 96.32 0.000 0.980 7.023 -0.00421 1.000 Circular Pipe "i.p." 25.27 89.23 94.66 89.705 0.472 8.20 1 22.50 7.86 97.56 0.000 0.980 6.561 0.31618 0.406 Circular Pipe "i.p." 30.17 90.78 95.96 91.272 0.490 8.20 1 21.45 7.14 98.42 0.000 0.980 6.113 0.31618 0.406 Circular Pipe "i.p." 34.04 92.01 96.98 92.515 0.508 8.20 1 20.45 6.49 99.01 0.000 0.980 5.691 0.31618 0.406 Circular Pipe "i.p." 37.20 93.00 97.82 93.531 0.528 8.20 1 19.50 5.90 99.43 0.000 0.980 5.295 0.31618 0.406 Circular Pipe "i.p." 39.81 93.83 98.51 94.379 0.548 8.20 1 18.59 5.37 99.75 0.000 0.980 4.922 0.31618 0.406 Circular Pipe "i.p." 42.02 94.53 99.09 95.099 0.570 8.20 1 17.73 4.88 99.98 0.000 0.980 4.570 0.31618 0.406 Circular Pipe "i.p." 43.91 95.12 99.59 95.717 0.593 8.20 1 16.90 4.44 100.15 0.000 0.980 4.239 0.31618 0.406 Circular Pipe "i.p." 45.52 95.64 100.02 96.254 0.617 8.20 1 16.11 4.03 100.29 0.000 0.980 3.925 0.31618 0.406 Circular Pipe "i.p." 46.92 96.08 100.39 96.722 0.643 8.20 1 15.36 3.67 100.39 0.000 0.980 3.628 0.31618 0.406 Circular Pipe "i.p." 48.14 96.46 100.71 97.134 0.670 8.20 1 14.65 3.33 100.47 0.000 0.980 3.346 0.31618 0.406 Circular Pipe "i.p." 49.20 96.80 100.99 97.498 0.700 8.20 1 13.97 3.03 100.53 0.000 0.980 3.076 0.31618 0.406 Circular Pipe "i.p." 50.12 97.09 101.24 97.820 0.732 8.20 1 13.32 2.75 100.57 0.000 0.980 2.816 0.31618 0.406 Circular Pipe "i.p." 50.92 97.34 101.45 98.107 0.766 8.20 1 12.70 2.50 100.61 0.000 0.980 2.562 0.31618 0.406 Circular Pipe "i.p." 51.60 97.56 101.63 98.363 0.805 8.20 1 12.11 2.28 100.64 0.000 0.980 2.309 0.31618 0.406 Circular Pipe "i.p." 52.19 97.74 101.79 98.592 0.848 8.20 1 11.54 2.07 100.66 0.000 0.980 2.044 0.31618 0.406 Circular Pipe "i.p." 52.67 97.90 101.91 98.797 0.901 8.20 1 11.01 1.88 100.68 0.000 0.980 1.737 0.31618 0.406 Circular Pipe "Link2" Reach 53.00 98.00 102.00 98.979 0.979 8.20 1 10.49 1.71 100.69 0.000 0.980 1.120 0.31618 0.406 Circular Pipe "Node3" Headwrk 53.00 98.00 102.00 98.980 0.980 8.20 1 10.49 1.71 100.69 0.000 0.980 0.000 0.00000 0.000 Circular Pipe

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

************************************* Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY *************************************

RESULTS
*************************************

============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

…VMP - Hydrology & Hydraulic Report - Final.docx page 116

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of: Brow ditch

Calculation
Brow Ditch Capacity

Assumptions:

• For brow ditches not directly analyzed in the Hydrology Study calculations, the assumed flow rate in the ditch was prorated from it’s tributary area of the watershed in question Note: A 2-foot wide, 6-inch-deep brow ditch has the same cross-section as a 5-foot wide brow ditch with a flow depth of 6-inches and is modeled accordingly. A 4-foot wide, 12-inch-deep brow ditch has the same cross-section as a 5-foot wide brow ditch with a flow depth of 12-inches and is modeled accordingly

Brow Ditch in Hydrology Watershed Area A

Review Brow Ditch adjacent to Walk along Whitman

From Hydrology Calculations:

Q(10) = 0.73 cfs
Q(100) = 1.1 cfs

From Hydraflow Express Calc:

2-foot width Brow Ditch at 5% = 10.63 cfs

Brow Ditch in Hydrology Watershed Area B

None proposed.

Brow Ditch in Hydrology Watershed Area C

Review Brow Ditch capturing flow from Watershed C.1

From Hydrology Calculations:

Q(10) = 13.8 cfs
Q(100) = 20.7 cfs

From Hydraflow Express Calc:

2-foot width Brow Ditch at 3.6% = 18.7 cfs
Brow-ditch carries 90% of 100-year storm flow and 135% of 10-year storm flow

Calculation

Brow Ditch in Hydrology Watershed Area D

Review Brow Ditch at base of Watershed D

From Hydrology Calculations:

Q(10) = 0.93 cfs
Q(100) = 1.4 cfs

From Hydraflow Express Calc:

2-foot width Brow Ditch at 0.8% = 4.2 cfs

Brow Ditch in Hydrology Watershed Area E

Review Brow Ditch at base of Watershed E.1

From Hydrology Calculations:

Q(10) = 15.3 cfs
Q(100) = 23.0 cfs

From Hydraflow Express Calc:

4-foot width Brow Ditch at 1% = 20.0 cfs
Brow-ditch carries 87% of 100-year storm flow and 131% of 10-year storm flow

Brow Ditch in Hydrology Watershed Area F

Review Brow Ditch at base of walk adjacent to Bike Park

From Hydrology Calculations:

Q(10) = 1.07 cfs
Q(100) = 1.6 cfs

From Hydraflow Express Calc:

2-foot width Brow Ditch at 4.8% = 10.4 cfs

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Brow Ditch in Watershed A
Circular
Diameter (ft)= 5.00
= 100.00Invert Elev (ft)
= 5.00Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 0.50Known Depth (ft)
Highlighted
= 0.50Depth (ft)
= 10.63Q (cfs)
= 1.03Area (sqft)
= 10.34Velocity (ft/s)
= 3.22Wetted Perim (ft)
= 0.89Crit Depth, Yc (ft)
= 3.01Top Width (ft)
= 2.16EGL (ft)
0 1 2 3 4 5 6 7
Depth (ft)Elev (ft)Section
-1.0099.00

0.00100.00

1.00101.00

2.00102.00

3.00103.00

4.00104.00

5.00105.00

6.00106.00
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Brow Ditch in Watershed C
Circular
Diameter (ft)= 2.00
= 100.00Invert Elev (ft)
= 3.60Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 1.00Known Depth (ft)
Highlighted
= 1.00Depth (ft)
= 18.73Q (cfs)
= 1.58Area (sqft)
= 11.86Velocity (ft/s)
= 3.15Wetted Perim (ft)
= 1.56Crit Depth, Yc (ft)
= 2.00Top Width (ft)
= 3.19EGL (ft)
0 1 2 3 4
Depth (ft)Elev (ft)Section
-0.5099.50

0.00100.00

0.50100.50

1.00101.00

1.50101.50

2.00102.00

2.50102.50

3.00103.00
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. = 100.00Invert Elev (ft)
= 0.80Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 0.50Known Depth (ft)
Highlighted
= 0.50Depth (ft)
= 4.253Q (cfs)
= 1.03Area (sqft)
= 4.13Velocity (ft/s)
= 3.22Wetted Perim (ft)
= 0.56Crit Depth, Yc (ft)
= 3.01Top Width (ft)
= 0.77EGL (ft)
0 1 2 3 4 5 6 7
Depth (ft)Elev (ft)Section
-1.0099.00

0.00100.00

1.00101.00

2.00102.00

3.00103.00

4.00104.00

5.00105.00

6.00106.00
Reach (ft)
Brow Ditch in Watershed D
Circular
Diameter (ft) = 5.00

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Brow Ditch in Watershed E
Circular
Diameter (ft)= 5.00
= 100.00Invert Elev (ft)
= 1.00Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 1.00Known Depth (ft)
Highlighted
= 1.00Depth (ft)
= 19.98Q (cfs)
= 2.82Area (sqft)
= 7.09Velocity (ft/s)
= 4.65Wetted Perim (ft)
= 1.23Crit Depth, Yc (ft)
= 4.01Top Width (ft)
= 1.78EGL (ft)
0 1 2 3 4 5 6 7
Depth (ft)Elev (ft)Section
-1.0099.00

0.00100.00

1.00101.00

2.00102.00

3.00103.00

4.00104.00

5.00105.00

6.00106.00
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Brow Ditch in Watershed F
Circular
Diameter (ft)= 5.00
= 100.00Invert Elev (ft)
= 4.80Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 0.50Known Depth (ft)
Highlighted
= 0.50Depth (ft)
= 10.42Q (cfs)
= 1.03Area (sqft)
= 10.13Velocity (ft/s)
= 3.22Wetted Perim (ft)
= 0.88Crit Depth, Yc (ft)
= 3.01Top Width (ft)
= 2.09EGL (ft)
0 1 2 3 4 5 6 7
Depth (ft)Elev (ft)Section
-1.0099.00

0.00100.00

1.00101.00

2.00102.00

3.00103.00

4.00104.00

5.00105.00

6.00106.00
Reach (ft)

…VMP - Hydrology & Hydraulic Report - Final.docx page 117

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of: Curb Inlet Catch Basins

Calculation
Curb Inlet Capture Capacity

Assumptions:

• For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question

Curb Inlet C.B. #1 (Sump)

From Hydrology Calculations:

Q(10) = 0.21 cfs
Q(100) = 0.31 cfs

Curb Inlet C.B. #2 (Sump)

From Hydrology Calculations:

Q(10) = 0.70 cfs
Q(100) = 1.05 cfs

CB #2 Capture = 1.05 cfs at flood width of 6.1 feet

Curb Inlet C.B. #3 (Flow-by)

From Hydrology Calculations:

Q(10) = 0.67 cfs
Q(100) = 1.0 cfs

CB #3 Capture = 1.0 cfs with no bypass

CB #1 Capture = 0.31 cfs at flood width of 2.7-feet
From Hydraflow Express Calc:

From Hydraflow Express Calc:

Calculation
Curb Inlet C.B. #4 (Flow-by)

From Hydrology Calculations:

Q(10) = 2.2 cfs
Q(100) = 3.3 cfs

Curb Inlet C.B. #5 (Flow-by)

From Hydrology Calculations:

Q(10) = 0.90 cfs
Q(100) = 1.35 cfs

CB #5 Capture = 1.35 cfs with no bypass

Curb Inlet C.B. #6 (Flow-by)

From Hydrology Calculations:

Q(10) = 1.17 cfs
Q(100) = 1.75 cfs

CB #6 Capture = 1.75 cfs with no bypass

From Hydraflow Express Calc:

CB #4 Capture = 3.30 cfs with no bypass

Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb Inlet C.B. #1
Curb Inlet
= SagLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.020Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= -0-Gutter Slope (%)
= -0-Gutter n-value
Calculations
Known QCompute by:
= 0.31Q (cfs)
Highlighted
= 0.31Q Total (cfs)
= 0.31Q Capt (cfs)
= -0-Q Bypass (cfs)
= 3.68Depth at Inlet (in)
= 100Efficiency (%)
= 2.72Gutter Spread (ft)
= 7.35Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)

Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb Inlet C.B. #2
Curb Inlet
= SagLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.020Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= -0-Gutter Slope (%)
= -0-Gutter n-value
Calculations
Known QCompute by:
= 1.05Q (cfs)
Highlighted
= 1.05Q Total (cfs)
= 1.05Q Capt (cfs)
= -0-Q Bypass (cfs)
= 4.50Depth at Inlet (in)
= 100Efficiency (%)
= 6.14Gutter Spread (ft)
= 7.35Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)

Inlet Report
= On gradeLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.024Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= 0.02Gutter Slope (%)
= 0.016Gutter n-value
Calculations
Known QCompute by:
= 1.00Q (cfs)
Highlighted
= 1.00Q Total (cfs)
= 1.00Q Capt (cfs)
= -0-Q Bypass (cfs)
= 6.67Depth at Inlet (in)
= 100Efficiency (%)
= 12.98Gutter Spread (ft)
= 0.48Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb Inlet C.B. #3
Curb Inlet

Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Nov 18 2024 Curb Inlet #4
Curb Inlet
Location = On grade
Curb Length (ft) = 11.00
Throat Height (in) = 6.00
Grate Area (sqft) = -0-
Grate Width (ft) = -0-
Grate Length (ft) = -0-
Gutter
Slope, Sw (ft/ft) = 0.063
Slope, Sx (ft/ft) = 0.005
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = 0.05
Gutter n-value = 0.015
Calculations
Compute by:Known Q
Q (cfs)= 3.30
Highlighted
Q Total (cfs)= 3.30
Q Capt (cfs)= 3.30
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 6.09
Efficiency (%)= 100
Gutter Spread (ft) = 45.00
Gutter Vel (ft/s) = 0.64
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-

Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb Inlet #5
Curb Inlet
= On gradeLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.026Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= 0.03Gutter Slope (%)
= 0.015Gutter n-value
Calculations
Known QCompute by:
= 1.35Q (cfs)
Highlighted
= 1.35Q Total (cfs)
= 1.35Q Capt (cfs)
= -0-Q Bypass (cfs)
= 6.80Depth at Inlet (in)
= 100Efficiency (%)
= 12.53Gutter Spread (ft)
= 0.64Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)

Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb Inlet #6
Curb Inlet
= On gradeLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.030Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= 0.03Gutter Slope (%)
= 0.015Gutter n-value
Calculations
Known QCompute by:
= 1.75Q (cfs)
Highlighted
= 1.75Q Total (cfs)
= 1.75Q Capt (cfs)
= -0-Q Bypass (cfs)
= 7.37Depth at Inlet (in)
= 100Efficiency (%)
= 12.72Gutter Spread (ft)
= 0.70Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)

…VMP - Hydrology & Hydraulic Report - Final.docx page 118

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of: Basin Overflow

Calculation
Bioinfiltration Basin Overflow Catch Basin Hydraulic Capacity

Orifice Calculation (for water depths more than 4”)
𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = orifice capacity of grate (cfs)
o A = clear opening area (sq. inv.) of the grate
o d = depth of water over grate (inches)
o Coefficient = 0.0108

Weir Calculation (for water depths less than 4”)
𝑄⬚= 3.33 𝐿 (𝐻)3/2
where:
o Q = capacity of grate (cfs)
o L = perimeter where flow if present (feet)
o H = depth of water over grate (feet)
o Coefficient = 3.33

Assumptions:

• The basin overflow grate is 50% clogged
• All flows are based on the 100-year storm event
• For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question Given:

• All basins have a 36” x 36” rectangular box with a grate. So clear opening iA s:
o 36” * 36” * 50% (for clogging)
o = 648 sq. in.
• basins have a 36” x 36” rectangular box with a grate. So perimeter L is:
o 3’ * 3’ * 50% (for clogging)
o = 4.5-feet
• Max. depth of water over grate = surface depth - riser depth as shown on detail 24/25 of sheet C-

0.05 of the grading plans
• Flow Rates:
o All flows are based on the 100-year storm event
o For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question as per the SWQMP report

Calculation
Basin A
𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 1.36 cfs
o A = 648 sq. in.

Therefore solve for d:

1.36 = 0.0108 ∗648 ∗ √𝑑
d = 0.04 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

1.36 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.20 feet

Max. ponding = 27-inches – 6-inches
= 21 inches = 1.75 feet

Calculation
Basin BC
𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 1.71 cfs
o A = 648 sq. in.

Therefore solve for d:

1.71 = 0.0108 ∗648 ∗ √𝑑
d = 0.06 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

1.71 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.24 feet

Max. ponding = 24-inches – 18-inches
= 6 inches = 0.5 feet

Calculation
Basin D

Area = 0.56 acres (from SWQMP)
Impervious = 0.80 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore:Q = C * I * A
= 0.80 * 5.4 * 0.56
= 2.42 cfs

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 2.42 cfs
o A = 648 sq. in.

Therefore solve for d:

2.42 = 0.0108 ∗648 ∗ √𝑑
d = 0.12 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

2.42 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.30 feet

Max. ponding = 18-inches – 9-inches
= 9 inches = 0.75 feet

Calculation
Basin E

Area = 8.30 acres (from SWQMP)
Impervious = 0.39 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore:Q = C * I * A
= 0.39 * 5.4 * 8.03
= 16.91 cfs

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 16.91 cfs
o A = 648 sq. in.

Therefore solve for d:

16.91 = 0.0108 ∗648 ∗ √𝑑
d = 5.8 inches

Max. ponding =
=

34.8 inches – 24-inches

10.8 inches

Calculation
Basin F

Area = 4.48 acres (from SWQMP)
Impervious = 0.34 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore:Q = C * I * A
= 0.34 * 5.4 * 4.48
= 8.22 cfs

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 8.22 cfs
o A = 648 sq. in.

Therefore solve for d:

8.22 = 0.0108 ∗648 ∗ √𝑑
d = 1.38 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

8.22 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.67 feet

Max. ponding = 28-inches – 18-inches
= 10 inches = 0..83 feet

Calculation
Basin G

Area = 5.19 acres (from SWQMP)
Impervious = 0.28 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore:Q = C * I * A
= 0.28 * 5.4 * 5.19
= 7.85 cfs

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 7.85 cfs
o A = 648 sq. in.

Therefore solve for d:

7.85 = 0.0108 ∗648 ∗ √𝑑
d = 1.26 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

7.85 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.65 feet

Max. ponding = 24-inches – 9-inches
= 15 inches = 1.25 feet

Calculation
Basin H

Area = 10.60 acres (from SWQMP)
Impervious = 0.36 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore:Q = C * I * A
= 0.36 * 5.4 * 10.60
= 20.61 cfs

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 10.61 cfs
o A = 648 sq. in.

Therefore solve for d:

7.85 = 0.0108 ∗648 ∗ √𝑑
d = 8.67 inches

Max. ponding = 33-inches – 20-inches
= 13 inches

Calculation
Basin I

Area = 0.29 acres (from SWQMP)
Impervious = 0.31 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore:Q = C * I * A
= 0.31 * 5.4 * 0.29
= 0.49 cfs

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 0.49 cfs
o A = 648 sq. in.

Therefore solve for d:

0.49 = 0.0108 ∗648 ∗ √𝑑
d = 0.005 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

0.49 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.10 feet

Max. ponding = 24-inches – 6-inches
= 18 inches = 1.5 feet

Calculation
Basin J

Area = 0.27 acres (from SWQMP)
Impervious = 0.24 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore:Q = C * I * A
= 0.24 * 5.4 * 0.27
= 0.35 cfs

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 0.35 cfs
o A = 648 sq. in.

Therefore solve for d:

0.35 = 0.0108 ∗648 ∗ √𝑑
d = 0.003 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

0.35 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.08 feet

Max. ponding = 24-inches – 6-inches
= 18 inches = 1.5 feet

Calculation
Basin K

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 3.03 cfs
o A = 648 sq. in.

Therefore solve for d:

0.35 = 0.0108 ∗648 ∗ √𝑑
d = 0.19 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

0.35 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.34 feet

Max. ponding = 24-inches – 6-inches
= 18 inches = 1.5 feet

Calculation
Basin L

Area = 0.21 acres (from SWQMP)
Impervious = 0.28 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore:Q = C * I * A
= 0.28 * 5.4 * 0.21
= 0.32 cfs

𝑄𝑜= 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 0.32 cfs
o A = 648 sq. in.

Therefore solve for d:

0.32 = 0.0108 ∗648 ∗ √𝑑
d = 0.002 inches

Use Weir Equation
Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

0.32 = 3.33 ∗4.5 ∗(𝐻)3/2
⬚
H = 0.08 feet

Max. ponding = 24-inches – 6-inches
= 18 inches = 1.5 feet

…VMP - Hydrology & Hydraulic Report - Final.docx page 119

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of: Rip-rap

Rip Rap Sizing Calculations

According to San Deigo Regional Standard Drawing D-40:

Rip Rap apron length is calculated from:

𝐿𝑎= 4𝐷𝑜

La = Apron Length (ft)
Do = Discharge pipe diameter or width of culvert(ft)

Rip Rap size is calculated from:

Worst Case is 12” pipe so min. length = 4-feet

Rip Rap Length @ 12” at slope = 5%

Given:

Discharge culvert width - Do = 1 feet
See Improvement Plans
Max. Velocity at Outlet - Vo = 10.0 fps
See pipe calc.

Therefore:

La = 4 *1’
= 4’

=> Use 4-foot min. length
=> Use No. 2 backing rock class

…VMP - Hydrology & Hydraulic Report - Final.docx page 120

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
100-Year Storm Documentation of Existing Storm Drain Capacity

Hydraulic Analysis Report
Project Data
Project Title: Veterans Memorial Park
Designer:

Project Date: Monday, November 18, 2024
Project Units: U.S. Customary Units
Notes:

Channel Analysis: Channel Analysis: Outlet A
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 2.5000 ft
Longitudinal Slope: 0.0291 ft/ft
Manning's n: 0.0130
Flow: 3.4600 cfs
Result Parameters
Depth: 0.3781 ft
Area of Flow: 0.4673 ft^2
Wetted Perimeter: 1.9972 ft
Hydraulic Radius: 0.2340 ft
Average Velocity: 7.4041 ft/s
Top Width: 1.7915 ft
Froude Number: 2.5548
Critical Depth: 0.6104 ft
Critical Velocity: 3.7282 ft/s
Critical Slope: 0.0042 ft/ft
Critical Top Width: 2.15 ft
Calculated Max Shear Stress: 0.6866 lb/ft^2
Calculated Avg Shear Stress: 0.4249 lb/ft^2

Channel Analysis: Channel Analysis: Outlet B
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 1.5000 ft
Longitudinal Slope: 0.0422 ft/ft
Manning's n: 0.0130
Flow: 3.7500 cfs
Result Parameters
Depth: 0.4232 ft
Area of Flow: 0.4094 ft^2
Wetted Perimeter: 1.6799 ft
Hydraulic Radius: 0.2437 ft
Average Velocity: 9.1606 ft/s
Top Width: 1.3501 ft
Froude Number: 2.9318
Critical Depth: 0.7397 ft
Critical Velocity: 4.3193 ft/s
Critical Slope: 0.0053 ft/ft
Critical Top Width: 1.50 ft
Calculated Max Shear Stress: 1.1144 lb/ft^2
Calculated Avg Shear Stress: 0.6417 lb/ft^2

Channel Analysis: Channel Analysis: Outlet C
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 2.5000 ft
Longitudinal Slope: 0.0425 ft/ft
Manning's n: 0.0130
Flow: 57.9700 cfs
Result Parameters
Depth: 1.5201 ft
Area of Flow: 3.1242 ft^2
Wetted Perimeter: 4.4714 ft
Hydraulic Radius: 0.6987 ft
Average Velocity: 18.5549 ft/s
Top Width: 2.4410 ft
Froude Number: 2.8903
Critical Depth: 2.3792 ft
Critical Velocity: 12.0233 ft/s
Critical Slope: 0.0173 ft/ft
Critical Top Width: 1.07 ft
Calculated Max Shear Stress: 4.0312 lb/ft^2
Calculated Avg Shear Stress: 1.8530 lb/ft^2

Channel Analysis: Channel Analysis: Outlet C (MAX)
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 2.5000 ft
Longitudinal Slope: 0.0425 ft/ft
Manning's n: 0.0130
Depth: 2.5000 ft
Result Parameters
Flow: 84.5590 cfs
Area of Flow: 4.9087 ft^2
Wetted Perimeter: 7.8540 ft
Hydraulic Radius: 0.6250 ft
Average Velocity: 17.2262 ft/s
Top Width: 0.0000 ft
Froude Number: 0.0000
Critical Depth: 2.4716 ft
Critical Velocity: 17.2615 ft/s
Critical Slope: 0.0390 ft/ft
Critical Top Width: 0.53 ft
Calculated Max Shear Stress: 6.6300 lb/ft^2
Calculated Avg Shear Stress: 1.6575 lb/ft^2

Channel Analysis: Channel Analysis: Outlet E
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 3.0000 ft
Longitudinal Slope: 0.0390 ft/ft
Manning's n: 0.0130
Flow: 87.5400 cfs
Result Parameters
Depth: 1.7873 ft
Area of Flow: 4.3909 ft^2
Wetted Perimeter: 5.2906 ft
Hydraulic Radius: 0.8300 ft
Average Velocity: 19.9365 ft/s
Top Width: 2.9445 ft
Froude Number: 2.8770
Critical Depth: 2.8301 ft
Critical Velocity: 12.6693 ft/s
Critical Slope: 0.0149 ft/ft
Critical Top Width: 1.39 ft
Calculated Max Shear Stress: 4.3496 lb/ft^2
Calculated Avg Shear Stress: 2.0198 lb/ft^2

Channel Analysis: Channel Analysis: Outlet F
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 1.5000 ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0130
Flow: 3.0300 cfs
Result Parameters
Depth: 0.4596 ft
Area of Flow: 0.4591 ft^2
Wetted Perimeter: 1.7597 ft
Hydraulic Radius: 0.2609 ft
Average Velocity: 6.6002 ft/s
Top Width: 1.3830 ft
Froude Number: 2.0188
Critical Depth: 0.6621 ft
Critical Velocity: 4.0290 ft/s
Critical Slope: 0.0051 ft/ft
Critical Top Width: 1.49 ft
Calculated Max Shear Stress: 0.5735 lb/ft^2
Calculated Avg Shear Stress: 0.3256 lb/ft^2

OUTLET
"A"
OUTLET
"B"

OUTLET
"C"

OUTLET
"E"
OUTLET
"F"

OUTLET "A"
OUTLET "B" OUTLET "C"
Q100 = 3.46 CFS
V100 = 7.40 FT/S
Q100 = 3.75 CFS
V100 = 9.16 FT/S
Q100 = 57.97 CFS
V100 = 18.55 FT/S

OUTLET "E"
OUTLET "F"
Q100 = 3.03 CFS
V100 = 6.60 FT/S
PER DWG 381-4A, SYSTEM WAS LATER

EXTENDED DURING CONSTRUCTION OF
CARLSBAD MUNICIPAL GOLF COURSE (HOLE 12)
36 LF WAS REMOVED AND REPLACED WITH
~315 LF OF 36-IN RCP THROUGH GOLF
COURSE, SLOPING AT ~1.5% TO LAGOON OUTLET AT ELEVATION 43.0 (NO PROFILE PROVIDED ON RECORD DRAWING) Q100 = 87.54 CFS
V100 = 19.93 FT/S

315.58

f
t
OUTLET
"E"

FEMA WSEL 12.0 FT (NAVD 88) 9.8 FT (NGVD 29)
From ROS No.
17271 Benchmark
105 has NAVD88
elev. of 47.58 and
NGVD29 elev. of

45.41 = 2.17' or
approx. 2.2'

…VMP - Hydrology & Hydraulic Report - Final.docx page 121

3.0 HYDROLOGY MAP

Existing and Proposed Hydrology Maps

EXISTING CONDITION
1 HYD-1.1
0 75 150 300
SCALE: 1" = 150'
S
W E
LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25

WHITMAN WAYCAN
N
O
N

R
D
.

TOLKIEN WAY
FA
R
A
D
A
Y

A
V
E
.

WATERSHED SUBAREA BORDER

1.2 OUTLET 'A'(48.2±) INV 30" RCPQ(100) = 4.54 cfsAREA = 2.52 ACRESV = 4.4 fpsTc = 8.3 min.

2.2 OUTLET 'B'(49.3±) INV 18" RCPQ(100) = 2.65 cfsAREA = 1.56 ACRESV = 3.8 fpsTc = 9.1 min.

3.2 OUTLET 'C'(45.5±) INV 30" RCPQ(100) = 40.46 cfsAREA = 33.05 ACRESV = 4.5 fpsTc = 15.0 min.

4.2 OUTLET 'D'(94.0±) INV 18" RCPQ(100) = 1.94 cfsAREA = 1.01 ACRESV = 4.7 fpsTc = 7.5 min.

5.2OUTLET 'E'(72.6±) INV 36" RCPQ(100) = 77.48 cfsAREA = 51.15 ACRESV = 10.6 fpsTc = 12.4 min.

6.2 OUTLET 'F'(102.5±) INV 18" RCPQ(100) = 2.68 cfsAREA = 1.37 ACRESV = 4.7 fpsTc = 7.3 min.

7.2 OUTLET 'G'(111.6±) INV 18" RCPQ(100) = 11.01 cfsAREA = 7.17 ACRESv = 4.7 fpsTc = 10.6 min.

2.52 A

1.56 B

1.01 D

33.05 C

46.75 E.1

7.17 G

1.37 F
(93.0±) FG
(108.0±) FG

1.15 1.1

0.12 ACRESL = 100'
L = 64
0 '
(115.0±) FG 2.1
(258.0±) FG 3.15

0.11 ACRESL = 100'
(268.0±) FG 3.1
(200.0±) FG 4.1

0.11 ACRESL = 100'
(186.0±) FG 4.15
L =

3 4
0 '
(309±) FG 5.1

0.30 ACRESL = 100'
(280±) FG 5.15
L = 2,365'

4.40 E.2
(126.9±) FL 5.3

0.10 ACRESL = 100'
(126.1±) FL 5.35
(95.7±) FL(86.0±) INV 24"5.4
(84.0±) INV24" SD 5.5
L = 1,32
5 '
L =

1 ,
7 3
5 '
L =82'
(158.0±) FG

0.12 ACRESL = 100'
(148.0±) FG
L =

2 9
0 '

6.1 6.15
(233.0±) FG 7.1

0.15 ACRESL = 100'
(226.0±) FG 7.15
L =

1 ,
0 0
0 '
L = 525
'

0.06 ACRESL = 100'
(91.0±) FG 2.15

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

IMPERVIOUS AREA TAB LE

WATERSHEDNUMBER

TOTAL AREA(ACRES)

IMPERVIOUSAREA(ACRES)

IMPERVIOIUSPERCENTAGE
A 2.52 0.00 0%
B 1.5600 0.00 0%
C 33.05 0.00 0%
D 1.01 0.00 0%
E.1 46.75 0.00 0%
E.2 4.40 2.58 59%
F 1.37 0.00 0%
G 7.17 0.00 0%
7 MATCHLINE
SEE SHEET HYD-1.1-3
SEE SHEET HYD-1.1-4
SEE SHEET HYD-1.1-2
SEE SHEET HYD-1.1-1
SEE SHEET HYD-1.1-5
SEE SHEET HYD-1.1-6

EXISTING CONDITION
2 HYD-1.1-1
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

WHITMAN WAY

1.2 OUTLET 'A'(48.2±) INV 30" RCPQ(100) = 4.54 cfsAREA = 2.52 ACRESV = 4.4 fpsTc = 8.3 min.

2.2 OUTLET 'B'(49.3±) INV 18" RCPQ(100) = 2.65 cfsAREA = 1.56 ACRESV = 3.8 fpsTc = 9.1 min.

3.2 OUTLET 'C'(45.5±) INV 30" RCPQ(100) = 40.46 cfsAREA = 33.05 ACRESV = 4.5 fpsTc = 15.0 min.

2.52 A

1.56 B

33.05 C
(93.0±) FG
(108.0±) FG

1.15 1.1

0.12 ACRESL = 100'
L = 64
0 '
(115.0±) FG 2.1
L = 2,365'
L = 525
'

0.06 ACRESL = 100'
(91.0±) FG 2.15
F
A
R
A
D
A
Y

A
V
E
.

SEE SHEET 4 OF 7
SE
E

S
H
E
E
T

3 O
F

7 EXISTING CONDITION
3 HYD-1.1-2
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
TOLKIEN WAY (258.0±) FG 3.15

0.11 ACRESL = 100'
(268.0±) FG3.1
(309±) FG 5.1

0.30 ACRESL = 100'
(280±) FG 5.15
SE
E

S
H
E
E
T

2 O
F

7 SEE SHEET 5 OF 7

EXISTING CONDITION
4 HYD-1.1-3
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
FA
R
A
D
A
Y

A
V
E
.

4.2 OUTLET 'D'(94.0±) INV 18" RCPQ(100) = 1.94 cfsAREA = 1.01 ACRESV = 4.7 fpsTc = 7.5 min.

1.01 D
(200.0±) FG 4.1

0.11 ACRESL = 100'
(186.0±) FG 4.15
L =

3 4
0 '
SE
E

S
H
E
E
T

5 O
F

7 SEE SHEET 2 OF 7
SEE SHEET 6 OF 7
SEE SHEET 3 OF 7

EXISTING CONDITION
5 HYD-1.1-4
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

46.75 E.1
L =

1 ,
7 3
5 '
(233.0±) FG 7.1

0.15 ACRESL = 100'
(226.0±) FG 7.15
SEE SHEET 3 OF 7
SEE SHEET 7 OF 7
SE
E

S
H
E
E
T

4 O
F

7 EXISTING CONDITION
6 HYD-1.1-5
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

5.2OUTLET 'E'(72.6±) INV 36" RCPQ(100) = 77.48 cfsAREA = 51.15 ACRESV = 10.6 fpsTc = 12.4 min.

6.2 OUTLET 'F'(102.5±) INV 18" RCPQ(100) = 2.68 cfsAREA = 1.37 ACRESV = 4.7 fpsTc = 7.3 min.

1.37 F

4.40 E.2
(95.7±) FL(86.0±) INV 24"5.4
(84.0±) INV24" SD 5.5
L = 1,32
5 '
L =82'
(158.0±) FG

0.12 ACRESL = 100'
(148.0±) FG
L =

2 9
0 '

6.1 6.15
F
A
R
A
D
A
Y

A
V
E
.

SEE SHEET 4 OF 7 SEE SHEET 5 OF 7
SE
E

S
H
E
E
T

7 O
F

7 EXISTING CONDITION
7 HYD-1.1-6
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

7.2OUTLET 'G'(111.6±) INV 18" RCPQ(100) = 11.01 cfsAREA = 7.17 ACRESv = 4.7 fpsTc = 10.6 min.

7.17 G
(126.9±) FL 5.3

0.10 ACRESL = 100'
(126.1±) FL 5.35
L =

1 ,
0 0
0 '
FARADAY AVE.

SEE SHEET 5 OF 7
SE
E

S
H
E
E
T

6 O
F

7 10'
10'

ELECTRI
C

VEHICLEPARKINGONLY

ELECTRICVEHICLEPARKING

ELECTRICVEHICLEPARKINGONLY

ELECTRICVEHICLEPARKINGONLYELECTRICVEHICLEPARKINGONLY

ELECTRICVEHICLEPARKINGONLY

ELECTRICVEHICLEPARKING
ELECTR
I
C
VEHICL
E
PARKIN
GONLY

ELECTRICVEHICLEPARKING
ELECTR
I

CVEHICLE
PARKIN
GONLY

ELECTRICVEHICLEPARKINGONLY
ELECTR
I
C
VEHICL
E
PARKIN
GONLY
VAN
VAN
VAN
VAN
VAN
VAN
VAN

PROPOSED CONDITION
1 HYD-2.1
0 75 150 300
SCALE: 1" = 150'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
CAN
N
O
N

R
D
.

TOLKIEN WAY
FA
R
A
D
A
Y

A
V
E
.

1.32 A

0.95 D

18.49 C.1

15.88 E.1

7.17 G

1.37 F

18.12 C.2

10.78 E.5

0.36 B.1

7.98 E.3

1.2 OUTLET 'A'(48.2±) INV 30" RCPQ(100) = 3.46 cfsAREA = 1.32 ACRESV = 9.5 fpsTc = 7.2 fps

2.2 OUTLET 'B'(49.3±) INV 18" RCPQ(100) = 3.75 cfsAREA = 0.77 ACRESV = 9.9 fpsTc = 2.9 min.

3.2OUTLET 'C'(45.5±) INV 30" RCPQ(100) = 57.97 cfsAREA = 36.61 ACRESV = 25.2 fpsTc = 8.3 min.

4.2 OUTLET 'D'(94.0±) INV 18" RCPQ(100) = 1.86 cfsAREA = 0.95 ACRESV = 14.8 fpsTc = 7.3 min.

5.2OUTLET 'E'(72.6±) INV 36" RCPQ(100) = 87.54 cfsAREA = 51.21 ACRESV = 18.9 fpsTc = 11.1 min.

6.2 OUTLET 'F'(102.5±) INV 18" RCPQ(100) = 3.03 cfsAREA = 1.37 ACRESV = 13.4 fpsTc = 7.5 min.

7.2 OUTLET 'G'(111.6±) INV 18" RCPQ(100) = 11.01 cfsAREA = 7.17 ACRESV = 4.7 fpsTc = 10.6 min.

3.75 E.6
(95.7±) FL(86.0±) INV 24"5.33
L = 1,32
5 '
L =85'
(258.0±) FG 3.02

0.11 ACRESL = 100'
(268.0±) FG 3.01
(309±) FG 5.01
(280±) FG 5.02
(233.0±) FG 7.01

0.15 ACRESL = 100'
(226.0±) FG 7.02
(126.9±) FL 5.31

0.10 ACRESL = 100'
(126.1±) FL 5.32

82.0 FS 1.02

0.12 ACRESL = 100'

91.8 FS 1.01
L = 275'

55.8 TG54.7 INV1.03
L
=
9 5
'

68.3 FS 2.01

0.05 ACRESL = 100'

65.7 FL62.5 INV 2.02
L = 1,815'

87.5 TG82.5 INV 3.03
L =
7 1
5 '
L = 1,08
5 '
L
=

7 8
0 '

0.33 ACRES
206.0 FS 3.05

0.24 ACRESL = 100'
216.9 FS 3.04
190.0 TG187.0 INV3.06
204.0 FG4.01

0.11 ACRESL = 100'
178.0 FG4.02
L =

2 7
5 '
113.0 TG105.3 INV4.03
L = 1
,
1 4
0 '
110.0 TG106.8 INV 5.03
L =

4 9
0 '
155.0 FS
129.5 TG126.5 INV 5.17

0.13 ACRESL = 170'

5.16 L = 550'
108.3 INV105.8 INV
160.0 FG 6.01
129.5 TG126.0 INV

0.17 ACRESL = 145'

6.02 6.03
L =

4 1
5 '
123.8 TG117.3 INV 5.07

12.22 E.2
105.3 INV 5.04
L=55'
108.5 TG103.0 INV 5.15
103.5 TG99.0 INV5.11

0.60 E.4
(313.0±) FS 5.05
173.0 FS 5.13
247.4 FS5.09

54.3 INV51.75 INV1.04
L=2
0 '

54.3 INV51.75 INV2.03
L=
6 0
'
L=
8 0
'

54.8 INV52.25 INV 3.07
L=75'
L =
1 0
5 '
L = 150
'

0.36 ACRESL = 100'
(285.0±) FG 5.06
L
=

1 ,
1 7
0 '

98.0 INV 5.12

89.9 INV 5.08

81.3 INV78.8 INV5.18

0.16 ACRESL = 100'
218.0 FS5.10
L

3 2
5 '
L

7 0
'
L = 135'
153.0 FS5.14
L
=

2 3
5 '

0.12 ACRESL = 100'
L = 175'
L = 150'
L = 90'
L =35'
L = 1
,
0 0
0 '

0.41 B.2

WHITMANWAY

0.30 ACRESL = 100'
L=
9 5
'
LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

IMPERVIOUS AREA TAB LE

WATERSHEDNUMBER

TOTAL AREA(ACRES)

IMPERVIOUSAREA(ACRES)

IMPERVIOIUSPERCENTAGE
A 1.32 0.16 12%
B.1 0.36 0.08 22%
B.2 0.41 0.38 93%
C.1 18.49 0.00 0%
C.2 18.12 2.65 15%
D 0.95 0.00 0%
E.1 15.88 0.00 0%
E.2 12.22 0.00 0%
E.3 7.98 0.00 0
E.4 0.60 0.01 2%
E.5 10.78 1.75 16%
E.6 3.75 2.58 69%
F 1.37 0.01 1%
G 7.71 0.00 0%
7 SEE SHEET HYD-2.1-3 SEE SHEET HYD-2.1-4
SEE SHEET HYD-2.1-2
SEE SHEET HYD-2.1-1
SEE SHEET HYD-2.1-5
SEE SHEET HYD-2.1-6

10'
ELEC
T
R
I
C
VEHI
C
L
E
PAR
K
I
N
G
ONLY

ELECTRICVEHICLEPARKINGONLY

ELECTRICVEHICLEPARKING
ELEC
T
R
I
C
VEHI
C
L
E
PAR
K
I
N
G
ONLY
ELE
C
T
R
I
C
VEH
I
C
L
E
PARK
I
N
G
ELEC
T
R
I
C
VEH
I
C
L
E
PAR
K
I
N
G
ONL
Y
ELEC
T
R
I
C
VEH
I
C
L
E
PARK
I
N
G
ONLY
ELE
C
T
R
I
C
VEHI
C
L
E
PAR
K
I
N
G
ONLY
VAN
VAN
VA
N
VAN
VAN
VAN

PROPOSED CONDITION
2 HYD-2.1-1
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

WHITMAN WAY
F
A
R
A
D
A
Y

A
V
E
.

18.49 C.1

1.32 A

0.36 B.1

1.2 OUTLET 'A'(48.2±) INV 30" RCPQ(100) = 3.46 cfsAREA = 1.32 ACRESV = 9.5 fpsTc = 7.2 fps

2.2 OUTLET 'B'(49.3±) INV 18" RCPQ(100) = 3.75 cfsAREA = 0.77 ACRESV = 9.9 fpsTc = 2.9 min.

3.2OUTLET 'C'(45.5±) INV 30" RCPQ(100) = 57.97 cfsAREA = 36.61 ACRESV = 25.2 fpsTc = 8.3 min.

82.0 FS 1.02

0.12 ACRESL = 100'

91.8 FS 1.01
L = 275'

55.8 TG54.7 INV1.03
L
=
9 5
'

68.3 FS 2.01

0.05 ACRESL = 100'

65.7 FL62.5 INV 2.02
L = 1,815'

87.5 TG82.5 INV 3.03
L =
7 1
5 '

54.3 INV51.75 INV1.04 L=
2 0
'

54.3 INV51.75 INV2.03
L=
6 0
'
L=
8 0
'

54.8 INV52.25 INV 3.07
L=75'

0.41 B.2
L=
9 5
'

18.12 C.2
SEE SHEET 4 OF 7
SE
E

S
H
E
E
T

3 O
F

7 PROPOSED CONDITION
3 HYD-2.1-2
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 TOLKIEN WAY
(258.0±) FG 3.02

0.11 ACRESL = 100'
(268.0±) FG 3.01
(309±) FG 5.01
(280±) FG5.02

0.33 ACRES
206.0 FS 3.05

0.24 ACRESL = 100'
216.9 FS 3.04
190.0 TG187.0 INV3.06
L = 1
,
1 4
0 '
(313.0±) FS 5.05

0.36 ACRESL = 100'
(285.0±) FG 5.06
L = 175'

0.30 ACRESL = 100'15.88
E.1

18.49 C.1
0 25 50 100
SCALE: 1" = 50'
S
W E
LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
SE
E

S
H
E
E
T

2 O
F

7 SEE SHEET 5 OF 7

10'

PROPOSED CONDITION
4 HYD-2.1-3
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
FA
R
A
D
A
Y

A
V
E
.

0.95 D

18.12 C.2

7.98 E.3

4.2 OUTLET 'D'(94.0±) INV 18" RCPQ(100) = 1.86 cfsAREA = 0.95 ACRESV = 14.8 fpsTc = 7.3 min.

L
=

7 8
0 '
204.0 FG4.01

0.11 ACRESL = 100'
178.0 FG4.02
L =

2 7
5 '
113.0 TG105.3 INV4.03 L=55'103.5 TG99.0 INV5.11
247.4 FS5.09

0.16 ACRESL = 100'
218.0 FS5.10
SE
E

S
H
E
E
T

5 O
F

7 SEE SHEET 2 OF 7
SEE SHEET 6 OF 7
SEE SHEET 3 OF 7

PROPOSED CONDITION
5 HYD-2.1-4
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

15.88 E.1
(233.0±) FG 7.01

0.15 ACRESL = 100'
(226.0±) FG 7.02
110.0 TG106.8 INV 5.03
123.8 TG117.3 INV 5.07

12.22 E.2
105.3 INV 5.04
108.5 TG103.0 INV 5.15

0.60 E.4
173.0 FS 5.13
L =
1 0
5 '
L = 150
'
L
=

1 ,
1 7
0 '
153.0 FS5.14
L

2 3
5 '

0.12 ACRESL = 100'
SEE SHEET 3 OF 7
SEE SHEET 7 OF 7
SE
E

S
H
E
E
T

4 O
F

7 ELECTR
I
C
VEHICL
E

PARKING

ELECTRIC

VEHICLE

PARKING
ONLY

ELECTRICVEHICLE

PARKINGONLY

ELECTRICVEHICLEPARKINGONLY

ELECTRICVEHICLEPARKINGONLY
VAN

PROPOSED CONDITION
6 HYD-2.1-5
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
F
A
R
A
D
A
Y

A
V
E
.

1.37 F

10.78 E.5

5.2OUTLET 'E'(72.6±) INV 36" RCPQ(100) = 87.54 cfsAREA = 51.21 ACRESV = 18.9 fpsTc = 11.1 min.

6.2 OUTLET 'F'(102.5±) INV 18" RCPQ(100) = 3.03 cfsAREA = 1.37 ACRESV = 13.4 fpsTc = 7.5 min. (95.7±) FL(86.0±) INV 24"5.33
L =85'
L =
4 9
0 '
129.5 TG126.5 INV 5.17
L = 550'
108.3 INV105.8 INV6.03
L =

4 1
5 '
108.5 TG103.0 INV 5.15

98.0 INV 5.12

89.9 INV 5.08

81.3 INV78.8 INV5.18
L

3 2
5 '
L

7 0
'
L = 135'
L = 150'
L = 90'
L =35'

0.13 ACRESL = 170'
SEE SHEET 4 OF 7 SEE SHEET 5 OF 7
SE
E

S
H
E
E
T

7 O
F

7 PROPOSED CONDITION
7 HYD-2.1-6
0 25 50 100
SCALE: 1" = 50'
S
W E
DRAWING NUMBER:PREPARED BY:

CIVILENGINEERINGCONSULTING
999 CORPORATE DR., SUITE 100LADERA RANCH, CA 92694p: 949.463.8822e: [email protected] SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CA JN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7A
NOTE:ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
FARADAY AVE.

7.17 G

7.2OUTLET 'G'(111.6±) INV 18" RCPQ(100) = 11.01 cfsAREA = 7.17 ACRESV = 4.7 fpsTc = 10.6 min. (126.9±) FL 5.31

0.10 ACRESL = 100'
(126.1±) FL 5.32
155.0 FS 5.16
L = 1
,
0 0
0 '
160.0 FG 6.01
SEE SHEET 5 OF 7
SE
E

S
H
E
E
T

6 O
F

7 …VMP - Hydrology & Hydraulic Report - Final.docx page 122

4.0 BACKUP DOCUMENTATION

Soil Group Map

- Excerpt from County of San Diego Hydrology Manual

Project Site

…VMP - Hydrology & Hydraulic Report - Final.docx page 123

4.0 BACKUP DOCUMENTATION

Rainfall Isopluvials

- Excerpt from County of San Diego Hydrology Manual

Project
Site

…VMP - Hydrology & Hydraulic Report - Final.docx page 124

4.0 BACKUP DOCUMENTATION

- Adjustment for P6:

From Rainfall Isopluvials Maps:

Rainfall Event P6 (in.) P24 (in.) P6/P24 Adjusted P6
(45% to 65% of P24)
2-year 1.3 1.9 0.68 1.2
25-year 2.1 3.6 0.58 2.1
50-year 2.3 4.3 0.53 2.3
100-year 2.7 4.6 0.59 2.7

…VMP - Hydrology & Hydraulic Report - Final.docx page 125

4.0 BACKUP DOCUMENTATION
Infiltration Report (by Southern California Geotechnical)

22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com August 7, 2020

RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675

Attention: Mr. Eric Chastain, LLA, LEED AP
Principal Landscape Architect

Project No.: 19G109-3

Subject: Results of Infiltration Testing
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California

References: Surficial Geologic Mapping, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, Prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109-1, dated July 15, 2019.

Geotechnical Investigation, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109-2, dated August 7, 2020.

Mr. Chastain:

In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations.

Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No. 18P372R, dated October 30, 2018. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the onsite soils. The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014. San Diego County allows for infiltration testing in small-diameter borings using the falling head method.

Site and Project Description
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 2
The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve. The park is currently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.

Topographic information was obtained from a plan provided by the client. Based on this plan, topography within the proposed development area consists of rolling hills. Site grades range from elevation 222± feet mean sea level (msl) in the east-central area to 44± feet msl in the northwestern area of the site.

Proposed Development
Based on the site plan provided to our office, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parking, playgrounds, a bocce ball court, restrooms, and maintenance facilities. It is also expected that the park will include lighting, trellis shade structures and fencing. The primary structures will include a restroom and catering support structure located in the northwestern region of the site, a Veterans Memorial in the central region of the site, and a second restroom building located in the southern region of the site.

We understand that the proposed development may include on-site infiltration to dispose of storm water. Based on the current site layout and conversations with the client, the proposed infiltration systems may consist of relatively shallow bioswales or basins located around the perimeter of the site. The bottom of the proposed bioswales or relatively shallow basins will likely extend to depths of 8± feet below the existing site grades.

Concurrent Study
SCG recently conducted a geotechnical investigation at the subject site, referenced above. As a part of this study, five (5) borings were advanced to depths of 15 to 50± feet below existing site grades. Native alluvium was encountered at the ground surface at Boring No. B-1. The alluvium consists of medium dense clayey fine sands and stiff to very stiff fine sandy clayey extending to a depth of 32± feet. Boring No. B-1 encountered medium dense clayey fine sands and silty fine sands extending from 32± feet to the maximum depth explored of 50± feet.

Native colluvium was encountered at the ground surface at Boring Nos. B-3 through B-5. The colluvium consists of medium dense silty fine sands and stiff fine sandy clays extending to depths of 2½ to 3½± feet. Bedrock of the Santiago Formation was encountered at the ground surface to beneath the colluvium at Borings Nos. B-2 through B-5. The bedrock consists of interbedded medium dense to very dense silty fine-grained sandstone and fine-grained sandy siltstone with very stiff to hard clayey siltstone. The bedrock was weakly cemented and friable with iron oxide staining throughout.

Groundwater
Groundwater was encountered during drilling at Boring No. B-1 at a depth of 43± feet.

However, the boring caved to a depth of 37½± feet. Based on the depth of the water encountered during drilling, the moisture contents of the recovered soil samples, and the caving

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 3
conditions, the depth to the static groundwater table is considered to have existed at a depth of approximately 43± feet below existing site grades, at the time of the subsurface investigation.

SCG reviewed water level data obtained from the California Department of Water Resources website, http://www.water.ca.gov/waterdatalibrary/ , and the California State Water Resources Control Board (SWRCB) Geotracker website https://geotracker.waterboards.ca.gov/ . However, the nearest monitoring wells on record are located approximately 1.7 to 5.5± miles away from the site. Therefore, this groundwater data would not represent the groundwater at the subject site and is considered irrelevant.

Subsurface Exploration
Scope of Exploration

The subsurface exploration conducted for the infiltration testing consisted of three (3) infiltration test borings, advanced to depths of 8± feet below the existing site grades. The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch diameter hollow stem augers and were logged during drilling by a member of our staff. The approximate locations of the infiltration test borings (identified as I-1 through I-3) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report.

Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding the PVC casing.

Geotechnical Conditions
Alluvium

Native alluvium was encountered at the ground surface of Infiltration Boring No. I-1, extending to at least the maximum explored depth of 8± feet. The near-surface alluvium consisted of stiff fine sandy clays with some silt, extending to a depth of 5¾± feet. At depths greater than 5¾± feet, the alluvial soils consist of stiff clayey fine to medium sands with trace iron oxide staining.

Colluvium

Colluvial soils were encountered during the drilling of Infiltration Boring No. I-3, extending to a depth of 5½± feet below the ground surface these materials consist of medium stiff fine sandy clays with some silt and mottling.

Bedrock

Bedrock of the Santiago Formation was encountered beneath the ground surface at Infiltration Boring No. I-2 and beneath the colluvium at Infiltration Boring No I-3. The bedrock consists of medium dense fine sandy siltstone interbedded with stiff clayey siltstone extending to at least the maximum explored depth of 8 feet. The bedrock is friable and weakly cemented.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 4
Infiltration Testing
The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014.

Pre-soaking
The first phase of the infiltration testing consisted of pre-soaking all of the infiltration test holes one day prior to infiltration testing. The pre-soaking process consisted of filling each test boring with clear water so that the water level reaches a level of at least 5 times the hole’s radius above the gravel at the bottom of the holes. Pre-soaking was considered complete after all of the water had percolated through each test hole or after 15 hours since initiating the pre-soak.

Infiltration Testing
SCG performed the infiltration testing the day following the pre-soaking process. Each test hole was filled with water to a depth of at least 5 times the hole’s radius above the gravel at the bottom of each test hole. Readings were taken at 30-minute intervals for a total of 6 hours at each of the test locations. The water level readings are presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets.

The infiltration rates from the test are tabulated in inches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used as the design infiltration rate. The rates are summarized below:

Infiltration
Test No.

Depth
(feet) Soil Description
Infiltration
Rate
(inches/hour)
I-1 8.0 Gray Brown Clayey fine to medium Sand 0.0
I-2 8.0 Light Gray Silty fine to medium grained Sandstone 0.0 I-3 8.0 Light Gray to Gray fine-grained Siltstone, trace medium Sand 0.0

Laboratory Testing
Moisture Content
The moisture contents for the recovered soil samples were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Grain Size Analysis
The grain size distribution of selected soils collected from the base of each infiltration test

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 5
boring have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-3 of this report.

Design Recommendations
Three (3) infiltration tests were performed at the subject site. As noted above, the infiltration rates at these locations was 0.0 inches per hour. The major factors affecting the lack infiltration at these borings is the presence of bedrock and clays as well as very moist soils at the test depths. Based on the lack of infiltration at the depths tested, infiltration is not considered feasible for this site.

Although infiltration is not considered feasible at this site, the client may desire to use storm water disposal systems that do not rely on infiltration at this site. The design of storm water disposal systems should be performed by the project civil engineer, in accordance with the City of Carlsbad and/or County of San Diego guidelines. It is recommended any such systems be designed and constructed to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the system. The presence of such materials would decrease the flow rates through the system.

Location of Storm Water Disposal Systems
Although no significant infiltration occurred at the test locations, the use of on-site storm water disposal systems which may introduce stormwater into the near surface soils carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in areas where water is introduced into the on-site soils could potentially be damaged due to saturation of subgrade soils. Systems that introduce water into the near surface soils at this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration systems at least 25 feet from the buildings, it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration systems.

General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.

However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer.

The design of the proposed storm water infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 6
only. By using the design infiltration rate contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the proposed storm water infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.

Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3 Page 7
Respectfully Submitted,

SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Ryan Bremer
Staff Geologist

Gregory K. Mitchell, GE 2364
Principal Engineer

Distribution: (1) Addressee

Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Boring Log Legend and Logs (5 pages)
Infiltration Test Results Spreadsheets (3 pages)
Grain Size Distribution Graphs (3 pages)

SITE

VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: RBCHKD: RGT
SCG PROJECT19G109-3
PLATE 1

SITE LOCATION MAP

CARLSBAD, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THESAN LUIS REY QUADRANGLE, SAN DIEGO COUNTY,CALIFORNIA, 2018

FA
R
A
D
A
Y

A
V
E
N
U
E

WHITMAN WAY
I-1
I-3
I-2
B-1
B-2
B-3
B-4
B-5

PROPOSED PAVILION,

RESTROOM, AND

CATERING SUPPORTROOM

PROPOSEDPLAYGROUND

PROPOSED BOCCEBALL COURT

PROPOSEDPLAYGROUND

PROPOSED VETERANS

MEMORIALPROPOSED PICNIC
AREAS

PROPOSEDRESTROOM

PROPOSED

BIKEPARKTUNNEL
NOTE: BASE MAP PREPARED BY CLIENT
SCALE: 1" = 200'
DRAWN: DRKCHKD: GKM
PLATE 2
SCG PROJECT19G109-3

CARLSBAD, CALIFORNIA

VETERANS MEMORIAL PARK

INFILTRATION TEST LOCATION PLAN
NO
R
T
H
So
C
a
l
G
e
o

GEOTECHNICAL LEGEND
APPROXIMATE BORING LOCATON(SCG PROJECT NO. 19G109-2)

APPROXIMATE INFILTRATION TESTLOCATION

WATER QUALITY TREATMENTAREAS

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL

SYMBOL SAMPLE DESCRIPTION

AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1

SOIL SAMPLE TAKEN WITH NO SPECIALIZED
EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED) CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED)

NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL.

SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS

DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer.

GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3.

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.

SM
SP

COARSEGRAINEDSOILS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES, LITTLE OR NOFINES

SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES

LETTERGRAPH

POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES, LITTLEOR NO FINES GC
GM
GP
GW

POORLY-GRADED SANDS,GRAVELLY SAND, LITTLE OR NOFINES

SILTSANDCLAYS
MORE THAN 50%OF MATERIAL ISLARGER THANNO. 200 SIEVESIZE MORE THAN 50%OF MATERIAL ISSMALLER THANNO. 200 SIEVESIZE MORE THAN 50%OF COARSEFRACTIONPASSING ON NO.4 SIEVE
MORE THAN 50%OF COARSEFRACTIONRETAINED ON NO.4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES

FINEGRAINEDSOILS

SYMBOLSMAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILTMIXTURES

CLAYEY SANDS, SAND - CLAYMIXTURES

INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS

ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND ORSILTY SOILS

INORGANIC CLAYS OF HIGHPLASTICITY

ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS

SILTSANDCLAYS

GRAVELS WITHFINES

SANDANDSANDYSOILS (LITTLE OR NO FINES)

SANDS WITHFINES
LIQUID LIMITLESS THAN 50
LIQUID LIMITGREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GRAVELANDGRAVELLYSOILS
(APPRECIABLEAMOUNT OF FINES)
(APPRECIABLEAMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES

CLEANGRAVELS

14 18
18 22
ALLUVIUM: Dark Gray fine Sandy Clay, some Silt, stiff-very moist
Gray Brown Clayey fine to medium Sand, trace Iron oxide staining, stiff-very moist
Boring Terminated at 8'
JOB NO.: 19G109-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

I-1
PLATE B-1
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
SURFACE ELEVATION: MSL DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
BL
O
W

C
O
U
N
T
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
OR
G
A
N
I
C
CO
N
T
E
N
T

(
%
)
5 GR
A
P
H
I
C

L
O
G
PA
S
S
I
N
G
#2
00 S
I
E
V
E

(
%
)

TEST BORING LOG

DESCRIPTION
TB
L

1 9
G
1 0
9 -
3 .

G
P
J

S
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C
A
L
G
E
O
.

G
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T

8 /
7 /
2 0

19 23
13 21
SANTIAGO FORMATION (Tsa): Light Gray to Gray Clayey
Siltstone interbedded with fine Sandy Siltstone,
weakly-cemented, friable, stiff to medium dense-moist to very moist
Light Gray Silty fine to medium-grained Sandstone,
weakly-cemented, friable, medium dense-very moist to wet Boring Terminated at 8'
JOB NO.: 19G109-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

I-2
PLATE B-2
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
SURFACE ELEVATION: MSL DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
BL
O
W

C
O
U
N
T
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
OR
G
A
N
I
C
CO
N
T
E
N
T

(
%
)
5 GR
A
P
H
I
C

L
O
G
PA
S
S
I
N
G
#2
00 S
I
E
V
E

(
%
)

TEST BORING LOG

DESCRIPTION
TB
L

1 9
G
1 0
9 -
3 .

G
P
J

S
O
C
A
L
G
E
O
.

G
D
T

8 /
7 /
2 0

9 28
21 18
COLLUVIUM (Qc): Dark Gray fine Sandy Clay, some Silt,
mottled, medium stiff-very moist
SANTIAGO FORMATION (Tsa): Light Gray to Gray
fine-grained Sandy Siltstone, trace medium sand,
weakly-cemented, friable, Iron oxide staining, medium
dense-very moist
Boring Terminated at 8'
JOB NO.: 19G109-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORING NO.

I-3
PLATE B-3
DRILLING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
PO
C
K
E
T

P
E
N
.
(T
S
F
)

LABORATORY RESULTS
CO
M
M
E
N
T
S
SURFACE ELEVATION: MSL DR
Y

D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H

(F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T

(
%
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
BL
O
W

C
O
U
N
T
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
OR
G
A
N
I
C
CO
N
T
E
N
T

(
%
)
5 GR
A
P
H
I
C

L
O
G
PA
S
S
I
N
G
#2
00 S
I
E
V
E

(
%
)

TEST BORING LOG

DESCRIPTION
TB
L

1 9
G
1 0
9 -
3 .

G
P
J

S
O
C
A
L
G
E
O
.

G
D
T

8 /
7 /
2 0

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-1
In
t
e
r
v
a
l
Nu
m
b
e
r
Ti
m
e
Tim
e
In
t
e
r
v
a
l
(m
i
n
)
Wa
t
e
r
De
p
t
h

(
f
t
)
Ch
a
n
g
e

i
n
Wa
t
e
r
Le
v
e
l

(
f
t
)
Av
e
r
a
g
e
He
a
d
He
i
g
h
t

(
f
t
)
In
f
i
l
t
r
a
t
i
o
n
Ra
t
e

Q
(i
n
/
h
r
)
Initial 9:18 AM 5.72
Final 9:48 AM 5.72
Initial 9:48 AM 5.72
Final 10:18 AM 5.72
Initial 10:18 AM 5.72
Final 10:48 AM 5.72
Initial 10:48 AM 5.72
Final 11:18 AM 5.72
Initial 11:18 AM 5.72
Final 11:48 AM 5.72
Initial 11:48 AM 5.72
Final 12:18 PM 5.72
Initial 12:18 PM 5.72
Final 12:48 PM 5.72
Initial 12:48 PM 5.72
Final 1:18 PM 5.72
Initial 1:18 PM 5.72
Final 1:48 PM 5.72
Initial 1:48 PM 5.72
Final 2:18 PM 5.72
Initial 2:18 PM 5.72
Final 2:48 PM 5.72
Initial 2:48 PM 5.72
Final 3:18 PM 5.72
Per County Standards, Infiltration Rate calculated as follows:

Where: Q = Infiltration Rate (in inches per hour)
∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t =Time Interval
Havg = Average Head Height over the time interval
12 30.0 0.00 2.28 0.00
10 30.0 0.00 2.28 0.00
11 30.0 0.00 2.28 0.00
8 30.0 0.00 2.28 0.00
9 30.0 0.00 2.28 0.00
6 30.0 0.00 2.28 0.00
7 30.0 0.00 2.28 0.00
4 30.0 0.00 2.28 0.00
5 30.0 0.00 2.28 0.00
2 30.0 0.00 2.28 0.00
3 30.0 0.00 2.28 0.00
In
f
i
l
t
r
a
t
i
o
n
T
e
s
t
i
n
g
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
1 30.0 0.00 2.28 0.00
)2Ht(r
H(60r)Q
avg

19G109-3 Infil Rate Calcs.xls

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-2
In
t
e
r
v
a
l
Nu
m
b
e
r
Ti
m
e
Tim
e
In
t
e
r
v
a
l
(m
i
n
)
Wa
t
e
r
De
p
t
h

(
f
t
)
Ch
a
n
g
e

i
n
Wa
t
e
r
Le
v
e
l

(
f
t
)
Av
e
r
a
g
e
He
a
d
He
i
g
h
t

(
f
t
)
In
f
i
l
t
r
a
t
i
o
n
Ra
t
e

Q
(i
n
/
h
r
)
Initial 9:11 AM 5.51
Final 9:41 AM 5.51
Initial 9:41 AM 5.51
Final 10:11 AM 5.52
Initial 10:11 AM 5.52
Final 10:41 AM 5.54
Initial 10:41 AM 5.54
Final 11:11 AM 5.55
Initial 11:11 AM 5.55
Final 11:41 AM 5.55
Initial 11:41 AM 5.55
Final 12:11 PM 5.55
Initial 12:11 PM 5.55
Final 12:41 PM 5.56
Initial 12:41 PM 5.56
Final 1:11 PM 5.56
Initial 1:11 PM 5.56
Final 1:41 PM 5.57
Initial 1:41 PM 5.57
Final 2:11 PM 5.57
Initial 2:11 PM 5.57
Final 2:41 PM 5.58
Initial 2:41 PM 5.58
Final 3:11 PM 5.58
Per County Standards, Infiltration Rate calculated as follows:

0.02 3 30.0 0.02 2.47
7 30.0 0.01 2.45 0.02
1 30.0 0.00 2.49 0.00
5 30.0 0.00 2.45 0.00
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
In
f
i
l
t
r
a
t
i
o
n
T
e
s
t
i
n
g
2 30.0 0.01 2.49

0.03 )2Ht(r
H(60r)Q
avg

19G109-3 Infil Rate Calcs.xls

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-3
In
t
e
r
v
a
l
Nu
m
b
e
r
Ti
m
e
Tim
e
In
t
e
r
v
a
l
(m
i
n
)
Wa
t
e
r
De
p
t
h

(
f
t
)
Ch
a
n
g
e

i
n
Wa
t
e
r
Le
v
e
l

(
f
t
)
Av
e
r
a
g
e
He
a
d
He
i
g
h
t

(
f
t
)
In
f
i
l
t
r
a
t
i
o
n
Ra
t
e

Q
(i
n
/
h
r
)
Initial 9:25 AM 5.22
Final 9:55 AM 5.23
Initial 9:55 AM 5.23
Final 10:25 AM 5.25
Initial 10:25 AM 5.25
Final 10:55 AM 5.28
Initial 10:55 AM 5.28
Final 11:25 AM 5.32
Initial 11:25 AM 5.32
Final 11:55 AM 5.35
Initial 11:55 AM 5.35
Final 12:25 PM 5.37
Initial 12:25 PM 5.37
Final 12:55 PM 5.40
Initial 12:55 PM 5.40
Final 1:25 PM 5.42
Initial 1:25 PM 5.42
Final 1:55 PM 5.44
Initial 1:55 PM 5.44
Final 2:25 PM 5.46
Initial 2:25 PM 5.46
Final 2:55 PM 5.48
Initial 2:55 PM 5.48
Final 3:25 PM 5.50
Per County Standards, Infiltration Rate calculated as follows:

0.03 3 30.0 0.03 2.74
7 30.0 0.03 2.62 0.04
1 30.0 0.01 2.78 0.01
5 30.0 0.03 2.67 0.04
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
In
f
i
l
t
r
a
t
i
o
n
T
e
s
t
i
n
g
2 30.0 0.02 2.76

0.04 )2Ht(r
H(60r)Q
avg

19G109-3 Infil Rate Calcs.xls

Sample Description I-1 @ 6½ to 8 feet
Soil Classification Gray Brown Clayey fine to medium Sand Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 1
0 10
20 30
40 50
60 70
80 90
100

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g

b
y

W
e
i
g
h
t
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200

Sample Description I-2 @ 6½ to 8 feet
Soil Classification Light Gray Silty fine to medium grained Sandstone Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 2
0 10
20 30
40 50
60 70
80 90
100

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g

b
y

Sample Description I-3 @ 6½ to 8 feet
Soil Classification Light Gray to Gray fine grained Siltstone, trace medium Sand Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 3
0 10
20 30
40 50
60 70
80 90
100

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g

b
y

Initial Study/Mitigated Negative Declaration
Responses to Comments

Veterans Memorial Park Project

Final Initial Study/Mitigated Negative Declaration
With Responses to Comments and Errata

Project Number:

Planning Division Project Numbers: CUP 2021-0014, CDP 2021- 0052, HDP 2021-0003, HMP 2021-0006 (PUB 2019-0012)
Capital Improvement Project Number: CIP 4609
Prepared for City of Carlsbad
Parks & Recreation Department
799 Pine Avenue, Suite 200
Carlsbad, California 92008-2428
Contact: Barbara Kennedy

Prepared by Psomas
5 Hutton Centre Drive, Suite 300
Santa Ana, California 92707
June 2022

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx i Table of Contents

TABLE OF CONTENTS
Section Page
Section 1.0 Responses to Comments on the Initial Study/Mitigated Negative Declaration for the Veterans Memorial Park Project ........................................ 1 Section 2.0 Errata (Clarifications and Revisions)............................................................... 49

APPENDICES

Appendix
I Vehicle Miles Traveled (VMT) Assessment Memorandum
Updated on June 1, 2022
with Minor Typographical Updates
J Updated Multi-Modal Level of Service Analysis

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 1 Responses to Comments SECTION 1.0

RESPONSES TO COMMENTS ON THE

INITIAL STUDY/MITIGATED NEGATIVE DECLARATION FOR THE

VETERANS MEMORIAL PARK PROJECT
Pursuant to the California Environmental Quality Act (CEQA), the potential environmental effects of the proposed Veterans Memorial Park Project (Project) have been analyzed in an Initial Study/Mitigated Negative Declaration (IS/MND) dated March 2022. The IS/MND was subject to a 30-day public review period which began on March 11, 2022, and ended on April 11, 2022. The City distributed a Notice of Intent (NOI) to adopt an MND along with the IS.

Eight letters were received during the public review period from the following individuals, groups, and agencies.

Rincon Band of Luiseño Indians;
North County Advocates;, signed by Howard Krausz, MD;
Preserve Calavera;
Sierra Club San Diego Chapter, signed by George Courser and Barbara Collins; California Department of Fish and Wildlife;
Diane Nygaard;
Sierra Club, signed by David Grubb; and
Steve Linke.

CEQA Guidelines Section 15074(b) states that prior to approving a project, the lead agency must consider the proposed IS/MND together with any comments received during the public review process. Written responses to comments are not required; however, the City of Carlsbad, as lead agency, has prepared a written response to the comments received for consideration by the Planning Commission and/or City Council. The comment letter, followed by the Citys response, are attached. The number provided in the right margin of the comment letters corresponds to the response to the comment.

Based on the evaluation in the IS/MND and the comment received, the City has determined that all potential impacts associated with the Project are less than significant with incorporation of identified mitigation measures (MMs). A Mitigation Monitoring Program has also been prepared and will be implemented for the Project. Therefore, the City of Carlsbad has determined that a Mitigated Negative Declaration in accordance with CEQA is the appropriate environmental document for the Project.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 2 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 3 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 4 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 5 Responses to Comments Response to Comment Letter A
Response 1. The Rincon Band of Luiseño Indians commented on the mitigation measures provided for Tribal Cultural resources. The comment and request is to specifically include the Rincon Band in the mitigation measures. The City appreciates the Rincon Band providing review and comment of the proposed mitigation measures contained in the Draft IS/MND. However, the City respectfully disagrees with the suggested revisions as the mitigation measure is already inclusive of other Luiseño tribes. As such, no revisions to the Draft IS/MND are necessary.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 6 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 7 Responses to Comments Response to Comment Letter B.

Response 1. The commenter asks why it is necessary for the Project to incorporate 3.36 acres of the existing 43.37 acres of Hardline area within the Project site. This area, which consists of weedy, non-native vegetation, is proposed to be utilized as a part of the bike park. In exchange, the Project would add 12.86 acres of coastal sage scrub within the Project site to the HMP Hardline, which would result in a net increase of 9.50 acres of Hardline area to the Citys HMPs preserve.

Response 2. The commenter asks if only a portion of the Project could be built now, and a few acres reserved for future residential development within the Project site in exchange for that future developer building a park elsewhere in the City. The comment is noted. Implementation of the Project would not preclude the development of other parks at other locations in the City.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 8 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 9 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 10 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 11 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 12 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 13 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 14 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 15 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 16 Responses to Comments Response to Comment Letter C
Response 1. This comment asks why the Project is no longer being developed in two phases.

There have been no plans to develop the Project in two phases. Due to the grading required to accommodate the Project, it is most efficient to grade the Project site all at one time to minimize the quantities of import and/or export of soil to the site. Likewise, there has been no (city) conclusion that two phases of construction would have less impact on the hardline preserve, nor that park acres would be reallocated to other quadrants after an initial phase of construction was completed.

Response 2. The comment asks why the trail through the 3.1 acre mitigation area for Poinsettia 61 (P 61) was not analyzed. The P 61 mitigation site was located on either side of the pre-existing, unauthorized trail in anticipation of a future trail as part of the citys Trails Master Plan. Impacts associated with the ongoing use and operation of the existing trail adjacent to the P 61 mitigation areas was evaluated as part of the Veterans Memorial Park Project. The mitigation areas will be protected from trail users with fencing on either side of the trail.

Response 3. This comment addresses Project impacts to wildlife movement, and notes that historic mowing on the Project site has changed the habitat and species occurring on the Project site from what previously occurred there. As required by CEQA, the Projects Initial Study has evaluated the impacts of the Project to the existing environment that exists at the time that the environmental analysis began. In response to threshold (d) in Section IV, Biological Resources, of the Initial Study, a summary of impacts to wildlife movement is provided. A more detailed evaluation of wildlife movement is provided in Section 3.5 and 6.4 of the Biological Technical Report, which is provided as Appendix B to the Initial Study. Note that the development of Veterans Memorial Park was anticipated during the development of the HMP, and the adjacent Macario Canyon/Veterans Memorial Park preserve to the east was specifically set aside and protected for wildlife movement in anticipation of park installation.

Response 4. The comment states that the Projects proposed mitigation ratio for wetland impacts may not be sufficient and that the HMP requires 3:1 mitigation. The HMP does not require specific mitigation ratios for Group A habitats, which includes wetlands; rather, HMP Table 11 states that impacts to Group A habitats are subject to review under Section 404 of the federal Clean Water Act or Section 1600 of the California Fish and Game Code. The comment also states that the Initial Study must include a mechanism to ensure that the North County Habitat Bank (NCHB) continues to achieve performance standards in perpetuity. That is a requirement of any mitigation bank, including the NCHB. The NCHB is currently a hardline preserve under long-term management by Center for Natural Lands Management, and management is funded through a non-wasting endowment, which will provide funding in perpetuity.

Response 5. The comment states that edge effects to habitat will occur from off-leash dogs and off-trail use of trails, and requests additional analysis and mitigation measures related to these topics. MM BIO-6 requires that dogs be leashed at all times when at the park, as well as fencing and signage to deter trespass by people and their pets into areas outside of the park. The Project does not deter the City from taking other approaches, such as increased patrols and/or other corrective actions, to encourage park/trail users to stay out of native habitat areas and to keep their dogs on leash.

Response 6. The comment suggests that an open space management plan (long-term preserve management plan) may need to be modified to account for the Project. The preserve management plan for city-owned preserves was updated in October 2021, and will be updated every five years to account for changes to site conditions and threats. All preserves in the city

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 17 Responses to Comments operate under the principal of adaptive management, in which management and monitoring strategies change as necessary when conditions change. Implementation of the park would not preclude additional patrols, fencing, public outreach, etc. as necessary.

Response 7. This comment asks why a Conditional Use Permit (CUP) is needed for the Project, and what conditions would be required as part of the CUP. A CUP is required to allow for a Public Park in the Open Space Zone for consistency with Carlsbad Municipal Code 21.42.140.

Response 8. This comment states that the inaccurate vehicle miles traveled (VMT) analysis will result in faulty Transportation, Air Quality, Energy and GHG analysis. The VMT analysis was performed consistent with the state of the practice for VMT analysis and per the City of Carlsbads VMT Analysis Guidelines, September 2020 and OPR Technical Advisory. Responses to comments 9-12 provide additional information.

Response 9. This comment states that the new park will induce VMT in the present by creating new trips and the park will induce VMT from future housing projects.

The future residents of housing projects are expected to follow the same trip patterns as existing residents, and therefore the VMT conclusion for the future development will be consistent with the results of this study.

As discussed within the City of Carlsbad VMT guidelines (Appendix B, page B-2), public facility uses that support housing, such as neighborhood retail, schools, parks, typically do not create new trips, they redirect trips that were already being made. By way of explanation, a household produces an average number of trips per day for various purposes, one of those purposes is recreation. Adding a park will not increase the average number of trips made per day (since time is constrained), rather, the household will choose where to make those trips, and that may change based on a new facility. For example, if the household currently makes their recreation trips to a skate park, but the new park offers bike amenities, they may choose to go to the new park to try a new hobby. If that new park is closer than the skate park, their VMT would be reduced. If it is farther away, their VMT would increase. The VMT analysis evaluates the average change in distance to park uses for City residents with the addition of the proposed project.

The VMT analysis evaluates how the proposed project will affect average daily recreation trips (and VMT) within the city and region due to the proposed project. As described on Page 12 of the VMT Assessment Technical Memorandum, to present a worst-case scenario evaluation of average daily VMT, the analysis includes VMT generated by regional users and curious users that travel to the new park because it is new and different (these could be characterized as induced users).

The assumptions regarding park user characteristics for the proposed project is based on evidence from big data sources at four similar regional parks that include similar amenities in the San Diego region. Big data provides anonymous cell phone location-based data for actual users of the similar parks within the San Diego region. Since the bike park amenity is unique (and the other amenities are available at other parks in the area), the bike park amenity was the focus of the big data review to determine if the bike park amenity creates substantial regional use. Big data represented that Bike Park component of the Veterans Memorial Park will not attract as much regional users as expected. Looking at three other existing bike parks in the region, it was concluded that the average travel length of park users is 12 miles. Less than 5% of users may drive more than 50 miles to get to bike parks.

Response 10. This comment states that the proposed project is incorrectly defined as a regional facility and that is critical to the assumption of reduced trip length.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 18 Responses to Comments The VMT analysis identifies that the majority of the proposed park users are expected to be City residents. The park is intended to serve the entire City and the location of the park is central to the City. Based on geolocation analysis, the park is located closer to more residents in each quadrant of the City than parks located on one end of the Citys boundary. Additionally, since the park provides some amenities (i.e. the bike park) that are not offered in other City parks, it will result in Carlsbad residents who used to drive outside the City to seek out those amenities having a closer option.

In addition, even though the analysis indicated that even parks with unique amenities draw most of their visitors from nearby, the analysis conservatively estimates that the proposed park could attract users from the whole region because of unique amenities. To present evidence regarding the VMT generated by users seeking the unique amenities of the park, a detailed geospatial analysis was performed for the City residents and residents outside of the City within a 12-mile buffer of the project to determine the travel distance of these users to bike parks versus the Veterans Memorial Park. Besides the travel distance estimation to bike parks with and without the project, the actual travel distance of park users to four sample parks were obtained from a big data source to understand typical average travel distances of park users.

Response 11. The comment indicates that three of the four comparison parks are not comparable, and the fourth is questionable.

Various factors were considered to select the four comparison parks such as unique facilities and amenities, size, family-oriented amenities, and location. Therefore, only parks in the San Diego region were selected for comparison purposes. Most of the amenities at the proposed project are typical park amenities that are offered at neighborhood parks. If the proposed project were constructed with only typical park amenities, it would be considered completely locally serving and additional VMT analysis would not be necessary. Since the proposed project includes a unique use (bike park amenity), it is necessary to determine if the bike park amenity would attract regional trips or longer distance trips. Therefore, all available bike parks in the region (three) were selected because they offer the bicycle park amenity. For additional information and to confirm the trip characteristics due to the other types of park amenities, a fourth park of comparable size and similar type of amenities was selected. In addition, the fourth park is in closest proximity to the proposed project and provides information about how the location affects trip characteristics.

Please note that the tables included in the appendices are organized by census tracts but were mislabeled originally as zip codes. These tables include all census tracts within the City of Carlsbad as well as census tracts outside the city within 12 miles of Veterans Memorial Park.

Round trip length column in the tables represent the round-trip driving distance from the centroid of each census tract to the three similar bike parks and the comparative distance to the proposed project location. Travel distances are estimated by geospatial analysis and are not travel distances of actual trips that were made.

Response 12. The comment suggests that special event VMT analysis should be considered.

The VMT analysis is performed for an average weekday as required by the Citys VMT Guidelines.

Special events occur infrequently as compared to daily use of the park. In addition, weekend analysis beyond what is typically analyzed has been provided in the VMT Assessment.

Park trip generation has been estimated for the project based on our and the Citys experience with other park projects, taking into account the various proposed features such as hiking trails, open fields, playgrounds, etc. The bike park was called out and quantified separately because it is a specialty use.

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R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 19 Responses to Comments Per the citys Transportation Impact Analysis Guidelines, the analyses were based the peak hour of the adjacent roadway network which may differ from the peak period(s) of the project site. The comment is correct that the peak use is not accounted for, but that is by design. It is generally understood that during peak events, traffic and/or parking conditions will be less optimal than during typical operating conditions.

Response 13. This comment is not on an environmental topic under CEQA, and as such does not raise any significant environmental issue. The city contracted with a firm to prepare VMT analysis for this city proposed project consistent with its VMT guidelines.

Response 14. This comment states that there is no justification for not using the model specified in the VMT policy.

As described in the City VMT Guidelines, the use of the San Diego Association of Governments (SANDAG) model is not required for VMT calculations. Also, as described in the OPR technical advisory: Travel demand models, sketch models, spreadsheet models, research, and data can all be used to calculate and estimate VMT...; therefore, different types of models could be used for the VMT estimation.

The SANDAG travel demand model is a regional model that provides planning level travel behavior information for typical/standardized land uses. The model is calibrated to household travel behavior, daily roadway counts, and transit ridership information, it is not calibrated or validated for unique land use types or projects that generate a relatively small amount of daily traffic (as described in the SANDAG model validation reports). The SANDAG model includes generic park land uses that are not well defined and rely on generic trip generation from national data sources.

The SANDAG model is a simulation model, each individual model run (with identical inputs) produces different results. The difference in results is known as model noise. SANDAG performs sensitivity tests to determine how different various metric results with identical inputs are.

Currently, SANDAG and the Institute of Traffic Engineers San Diego Task Force has identified that project generating less than 2,400 daily trips do not need to perform model runs because they are within the model noise. Based on the average trip length (for all trips) within the San Diego Region of 7 miles, 2,400 daily trips can be converted to approximately 17,000 VMT. Using the SANDAG model for a unique project, that doesnt generate above 2,400 daily trips and uses the total VMT metric may result in a total VMT that is within the model noise. The proposed project is expected to generate 447 weekday round trips (894 trip ends) and change VMT by approximately 3,000 to 7,500 daily VMT, which is well within the model noise. State of the practice for determining travel characteristics of proposed land uses is to collect data for similar land uses. For typical/standard land uses it is common practice to use standardized information from a travel demand model, trip generation manual, etc. since the travel characteristics are well understood and have been shown to be consistent across geographies.

For unique land uses, the state of the practice is to collect land use specific information if available.

In the proposed projects case, big data was used to understand the travel characteristics of the unique bike park amenities of the proposed project. As mentioned, the other amenities provided at the project are typical locally serving park amenities.

Consistent with the Citys VMT Guidelines, a project specific sketch model was used to evaluate the change in regional VMT due to the proposed project. The sketch model considers actual travel behavior information for similar parks and the proximity of Carlsbad residents to existing parks versus the proposed project.

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R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 20 Responses to Comments Response 15. The comment states that the unique characteristics of the park would generate new trips for both residents of the city and non-residents.

The projects users were classified into three categories including general park users, bike park users, and curious users. Curious users that are brand new park trips may slightly increase regional VMT; however, given that this sub-group is expected to be small, the increase in VMT would be offset by the reduction in VMT due to general park users and bike park users. User attractions due to the park views and park unique components are accounted for in the Curious User category.

The VMT analysis of the project is done conservatively and presents a worst case scenario analysis (which overstates VMT estimates). The analysis does not account for users that will walk/bike to the park (all visitors are assumed to drive). In addition, the park location is already being used for picnicking, enjoying nature, etc.; however, a trip reduction was not assumed for existing users of the park.

Response 16. The comment suggests that special event VMT analysis should be considered.

Please see response to comment 12 of this Letter.

Response 17. The comment states that the City should be setting the example for the best way to design projects to reduce VMT and GHG.

The comment provides an opinion on the design of city projects and is noted.

Response 18. This comment states that the Project could potentially result in cumulative impacts related to greenhouse gas (GHG) emissions. As described in Table 8 of the IS/MND, the Project would result in a net reduction in GHG emissions by meeting the demand for recreational uses local to nearby communities thus minimizing vehicle travel and associated GHG emissions to recreational resources located further away; therefore, the Project is not considered to have cumulatively considerable impacts related to GHG emissions.

Response 19. The comment points out a typographical error in the number of parking spaces discussed in the Biological Technical Report. The correct number of parking spaces is described on page 3 of the Initial Study.

Response 20. The comment states that the Transportation Impact Study (TIS) is referenced in the IS/MND but has not been provided. In response the city provided a copy of the projects Transportation Impact Study to the commenter. The TIS is required by the city to assess non- CEQA transportation effects and ensure orderly development, public safety, adequate infrastructure, and consistency with the General Plan.

Response 21. Park trip generation has been estimated for the project based on our and the Citys experience with other park projects, taking into account the various proposed features such as hiking trails, open fields, playgrounds, etc. The bike park was called out and quantified separately because it is a specialty use.

Although approximately 38.8 acres of the project site would be graded, only approximately 14.5- acres of the Project site would contain functional park amenities.

Using the 50 trips per acre from the SANDAG guide for the 14.5 functional park acres and the 5 trips per acre for a county park (undeveloped) from the SANDAG guide for the remaining 33.5 acres results in 893 daily trips.

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R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 21 Responses to Comments The 838 daily trips from the Transportation Impact Study was instead calculated based on the projected number of weekday users based on the park uses to be provided. Vehicle occupancy is accounted for in the trip generation rates, and the daily trips were then estimated using information from the SANDAG Guide.

Response 22. The comment states that details of the multi-modal level of service (MMLOS) analysis are not provided in the IS/MND and that some of the street segments/intersections are exempt from analysis. The TIS has been provided for reference which includes the requested details of the MMLOS analysis. The exempt roadways facilities described in the IS/MND document are not exempt from meeting the citys MMLOS standards but are exempt from the vehicle LOS standards as approved by City Council.

Response 23. The comment states alternative modes of transportation are inaccurately evaluated in the TIS. This comment is referring to non-CEQA related analysis from the TIS which was not included in the IS/MND document as is not required for CEQA purposes. However it should be noted that the Transit LOS analysis has been updated in the TIS based on the headways and route characteristics provided in the latest North County Transit District (NCTD) scheduling data and is provided as an attachment to this Final IS/MND. The revised Transit LOS with the addition of benches will continue to result in an acceptable Transit LOS A once the bench amenity is added to each stop using the Citys established methodology, consistent with the prior findings.

Response 24. The comment states that the project will require additional actions to reduce the impacts by improving alternative transportation and reducing the need for auto trips. The project will be required to implement TSM/TDM mitigation consistent with General Plan Mobility Element Polices 3-P.9 and 3-P.11 to help reduce the need for single occupancy vehicle trips and encourage the use of alternative modes of transportation.

Response 25. The comment asked what is the projected mode split to access the site and how is that related to design features. Mode split is not part of required analysis, and it is unknown what percentage of trips to/from the park will be via bike, walking, or transit. The parking demand was calculated based on the anticipated demand assuming a worst-case scenario that all trips would be made via vehicle. Parking demand by time of day was collected for nearby park sites and was used to estimate peak parking demand for the proposed project.

Response 26. See response to #24 above.

Response 27. The comment suggests that the IS/MND, TIS, and VMT analyses be revised. This comment is noted; however, none of the comments raise a significant environmental issue and require amendments to these analyses for the reasons stated in this response to comments document.

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Response 1. The comment states that there is substantial evidence that the park will create much greater Vehicle Miles Traveled (VMT) than the report concluded, but no evidence was presented. VMT analysis is performed using the best available data and evidence in accordance with City VMT Guidelines, OPR Technical Advisory guidance, and the state of the practice.

Responses provided for questions 2 and 3 provide further information about the analysis performed for the proposed project.

Response 2. This comment states that not enough data and facts are provided to justify why the SANDAG travel demand model was not being used for this project. Please see response to comment 14 in Letter C.

Response 3. This comment states that it is not reasonable to assume that most visitors driving to the park will be users that currently go to other parks and live nearby. Please see responses to comments 9, 10, and 15 in Letter C.

Response 4. This comment is not on an environmental topic under CEQA, and as such does not raise any significant environmental issue. The city contracted with a firm to prepare VMT analysis for this city proposed project consistent with its VMT guidelines.

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Response 1. This comment suggests the addition of a white-tailed kite mitigation measure to further reduce harm to this species. As requested, this measure has been added as MM BIO-9 to the Mitigation Monitoring and Reporting Program (MMRP) for the Project, with minor edits. MM BIO-9 reads as follows:
MM BIO-9: For each year in which Project activities commence between February 1 and September 15, a focused survey for white-tailed kite nests within the Project site and within 500- feet of the Project site will be conducted by a qualified biologist no greater than 15 days prior to the start of construction work (including clearing and grubbing). If white-tailed kites are found, the qualified biologist shall develop a species-specific avoidance plan for CDFW review and approval.

Any measures approved in the avoidance plan will be implemented prior to the start of any ground- disturbing activities. If no active nests are found during the focused survey, nothing further will be required. If active nests are found during the focused survey, Project personnel shall immediately notify CDFW and establish a minimum 500 no-work buffer zone until the qualified biologist determines, and CDFW confirms, that all chicks have fledged and are no longer reliant on the nest site. If a lapse in Project-related activities of 14 days or longer occurs, another focused survey is required before Project activities can be reinitiated. Response 2. This comment suggests the addition of pre-construction bat surveys to further reduce harm to bat species. As requested, MM BIO-5(d) has been amended in the MMRP for the Project to account for these requested clarifications. MM BIO-5(d): A qualified biologist with expertise and experience conducting bat surveys shall be retained by the City as a Designated Bat Biologist. A bat survey will be conducted within the Project site to identify potential habitat that could provide daytime and/or nighttime roost sites, and any maternity roosts, especially within trees within the Project area. The survey shall occur during the roosting season (approximately March-September) using acoustic technology and emergence counts. Also, no more than 30 days prior to vegetation removal, the Designated Bat Biologist will conduct a pre-construction bat survey within all trees or structures that provide suitable bat roosting habitat within the Project site. If a maternity roost is determined to be present within a tree to be removed, a 300-foot no work buffer shall be placed around the roost and no work shall occur within the buffer until after the roosting season is over. Work may proceed after a qualified biologist is able to verify that the roost is no longer active. Response 3. This comment requests clarification regarding MM BIO-5(c), which addresses exotic species. MM BIO-5 has been modified to delete the text in question.

Response 4. This comment notes that any special status species and natural communities to the California Natural Diversity Database (CNDDB). This comment is noted, and applicable environmental data has been previously transmitted as required.

Response 5. This comment states that an environmental filing fee will be required for the Project.

This comment is noted, and the filing fee will be paid by the City after Project approval when the Notice of Determination (NOD) is filed.

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Response 1. This comment is an introduction to and summary of the comments that follow, which are responded to in detail below. It relates to a faulty VMT analysis and gross errors in the TIA and lack of meaningful TDM. The VMT analysis was performed consistent with the state of the practice for VMT analysis and per the City of Carlsbads VMT Analysis Guidelines, September 2020 and OPR Technical Advisory. Responses to comments 2, 3, and 5 provide additional information.

Response 2. This comment states that not enough evidence is provided that warrants developing a unique model instead of using the SANDAG travel demand model. Please see response to comment 14 in Letter C.

Response 3. This comment states that no substantial evidence is provided in support of the unique model developed for this project. Please see response to comment 14 in Letter C.

Response 4. Although approximately 38.8 acres of the project site would be graded, only approximately 14.5-acres of the Project site would contain functional park amenities.Using the 50 trips per acre from the SANDAG guide for the 14.5 functional park acres and the 5 trips per acre for a county park (undeveloped) from the SANDAG guide for the remaining 33.5 acres results in 893 daily trips. The 838 daily trips from the TIS was instead calculated based on the projected number of weekday users based on the park uses to be provided. Vehicle occupancy is accounted for in the trip generation rates, and the daily trips were then estimated using information from the SANDAG Guide.

Response 5. This comment relates to the validity of the projects assumption that the majority of park trips are redistributed and have shorter trip lengths. Please see response to comments 9,10, and 15 in Letter C.

Response 6. The concerns are noted. However, the Citys transit LOS calculation sheet considers transit service during the peak weekday periods. The Transit LOS analysis has been updated based on the headways and route characteristics provided in the latest NCTD scheduling data and is provided as an attachment. When corrected, the Transit LOS with the addition of benches will continue to result in an acceptable Transit LOS A once the bench amenity is added to each stop using the Citys established methodology.

Response 7. Overall, the Project is expected to reduce VMT by providing park amenities closer to existing developments. The park includes design features that will also provide bicycle and pedestrian connections to the adjacent roadways and trails, which may help encourage walking and biking trips.

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Response 1 through 7. Comments are the same as Letter F comments. See Letter F for responses to these comments.

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Response 1. This comment is not on an environmental topic under CEQA, and as such does not raise any significant environmental issue. The city contracted with a firm to prepare VMT analysis for this city proposed project consistent with its VMT guidelines.

Response 2. The comment represents the commentors opinion regarding the purpose of the park. Please see response to comment 10 in Letter C.

Response 3. This comment questions why the majority of trips to this regional-serving park will be redistributed trips. Please see response to comments 11 and 15 in Letter C.

Response 4. The Transit LOS analysis has been updated based on the headways and route characteristics provided in the latest NCTD scheduling data and is provided as an attachment.

When corrected, the Transit LOS with the addition of benches will continue to result in an acceptable Transit LOS A once the bench amenity is added to each stop using the Citys established methodology.

Response 5. The TIS does state that an eastbound right turn lane on Cannon Road is warranted.

However, as discussed in the TIS, the existing de-facto right turn lane (the dashed bike lane area approaching the intersection) is considered to be sufficient. Further, the LOS results show that with this de-facto lane, operations are sufficient at the intersection. Northbound Faraday Avenue already includes an exclusive left turn lane and a shared left-thru-right lane.

Response 6. This comment is not on an environmental topic under CEQA, and as such does not raise any significant environmental issue. The city contracted with a firm to prepare VMT analysis for this city proposed project consistent with its VMT guidelines.

Response 7. This comment indicates that VMT assumptions that Veterans Memorial Park will generate only 3.6% to 4.9% new trips, and the rest will just be redistributed trips are not correct.

Please see responses to comments 9, 10, 11, and 15 in Letter C.

Response 8. See response to #4 above.

Response 9. See response to #5 above.

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ERRATA (CLARIFICATIONS AND REVISIONS)
Any corrections to the IS/MND text, tables, and figures generated either from responses to comments or independently by the City of Carlsbad, are stated in this section of the Final IS/MND.

These IS/MND revisions are provided to clarify, refine, and provide supplemental information for the IS/MND. Changes may be corrections or clarifications to the text and tables of the original IS/MND. Other changes to the IS/MND clarify the analysis in the IS/MND based upon the information and concerns raised by comments during the public review period. None of the information contained in these IS/MND revisions constitutes significant new information or changes to the analysis or conclusions of the IS/MND.

The information included in these IS/MND revisions that resulted from the public comment process does not constitute substantial new information that requires recirculation of the IS/MND pursuant to Section 15088.5 of the State CEQA Guidelines.

The modifications contained in the following pages are in the same order as the information appears in the IS/MND. Deleted text is shown as strikeout and new text is underlined. The applicable page numbers from the Draft EIR are also provided where necessary for easy reference.

INTRODUCTORY PAGES
Appendix
Appendix A Air Quality and Greenhouse Gas Modeling Data Appendix B Biological Technical Report
Appendix C Coastal California Gnatcatcher Report
Appendix D Phase I Archaeological and Paleontological Resources Inventory Appendix E Geotechnical Investigation, Infiltration Testing, and Surficial Geologic Mapping Appendix F Phase I Environmental Site Assessment
Appendix G Preliminary Storm Water Quality Management Plan Appendix H Noise Calculations
Appendix I Vehicle Miles Traveled (VMT) Assessment Memorandum Appendix J Updated Multi-Modal Level of Service Analysis SECTION 1
Project Description Page 3
Pedestrian and Bicycle Trails: The Project proposes internal facilities for pedestrians and cyclists, including a system of ADA -compliant access paths to connect the different areas of the park. Existing sidewalks and bike lanes along Faraday Avenue would remain in place and continue to provide pedestrian and bicycle access to the site. An existing multi-use trail located within the Project site would be extended as part of the Project, which is located along the southern and eastern boundaries of the Project site. The trail would be extended along the northeast, northern, and western edges of the Project site to provide a perimeter loop trail and connectivity to existing off-site trails adjacent to the park. The Project would generally maintain the existing public trails within the Project site, which is identified as Segment 8.5 in the Citys Final Trails Master Plan (Carlsbad 2019b). This would include the continued use of the trail that is located adjacent to the Poinsettia 61 (P 61) mitigation area. Improvements to the existing trail would be limited to maintenance only as well as the installation of signage and three-wire fencing along both edges of existing trails to prevent trespass by public users.

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Biological Resources Section Page 28
The Coopers hawk (Accipiter cooperii) (State Watch List; HMP-Covered Species), Swainsons hawk (Buteo swainsoni), white-tailed kite (Elanus leucurus), and loggerhead shrike may occur onsite for nesting. The loss of an active migratory bird nest would be considered a violation of the MBTA and Sections 3503, 3503.5, and 3513 of California Fish and Game Code. The MBTA and California Fish and Game Code prohibits the taking of migratory birds, nests, and eggs. The potential loss of an active nest would be considered adverse but not significant because the impact does not meet the significance criteria identified above. However, implementation of MM BIO-4 has been included, which addresses the time frame in which construction could occur to avoid active nests and includes a requirement to flush birds away from the impact areas to prevent direct impacts to individual animals. In addition, if other construction activities cannot be avoided during the nesting season, the Project shall implement the requirements contained in MM BIO-5 to avoid and/or reduce potential impacts, which include requirements for lighting, Project site cleanliness, and measures to keep pets and exotic species out of the Project site.

Also, MM BIO-9 has been incorporated into the Project, which requires focused surveys for white- tailed kite nests, and avoidance if found. With implementation of MM BIO-4, and MM BIO-5, and MM BIO-9, potentially significant impacts to migratory birds, nests, and eggs would be reduced to a less than significant level.

The remaining special status wildlife species that may occur onsite are roosting bats: pallid bat (Antrozous pallidus), Townsend's big-eared bat (Corynorhinus townsendii), western mastiff bat (Eumops perotis californicus), hoary bat (Lasiurus cinereus), and Yuma myotis (Myotis yumanensis). During the bat maternity season, bats are known to form colonial maternity roosts where multiple pregnant females give birth to flightless pups and rear the young. Impacts to active maternity roosts are considered potentially significant under CEQA as some roosts can be considered native wildlife nursery sites. Bat species are considered non-game mammals and are afforded protection by State law from take (Fish and Game Code, § 4150). Conflicts with State law resulting from project-related impacts to native bat species are considered significant.

However, MM BIO-5(d) has been included that addresses actions to avoid and/or reduce potential impacts to roosting bat species, including retaining a Designated Bat Biologist for the Project, conducting a survey during the bat roosting season, as well as a preconstruction bat survey required survey for tree roosting bats prior to trees being removed. With implementation of MM BIO-5(d), potentially significant impacts to roosting bats would be reduced to a less than significant level.

Biological Resources Section Page 36
The following wildlife impact avoidance measures shall be implemented during construction of the Project site.
a) Lighting in or adjacent to the preserve shall not be used, except where essential for roadway, facility use, and safety. If nighttime construction lights are necessary, all lighting adjacent to natural habitat shall be shielded and/or directed away from habitat. b) If dead or injured listed species are located, initial notification must be made within three working days, in writing, to the USFWS and CDFW.
c) Exotic species that prey on or displace target species of concern shall be permanently relocated from the site by a qualified biologist to an appropriate open space area to be coordinated with the City.

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R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 51 Responses to Comments c) To avoid attracting predators of the target species of concern, the Project site shall be kept as clean of debris as possible. All food-related trash items shall be enclosed in sealed containers and regularly removed from the site. Pets of construction personnel shall not be allowed on the Project site where they may come into contact with any listed species. d) A qualified biologist with expertise and experience conducting bat surveys shall be retained by the City as a Designated Bat Biologist. A bat survey will be conducted within the Project site to identify potential habitat that could provide daytime and/or nighttime roost sites, and any maternity roosts, especially within trees within the Project area. The survey shall occur during the roosting season (approximately March-September) using acoustic technology and emergence counts. Also, no more than 30 days prior to vegetation removal, the Designated Bat Biologist will conduct a pre-construction bat survey within all trees or structures that provide suitable bat roosting habitat within the Project site. If a maternity roost is determined to be present within a tree to be removed, a 300-foot no work buffer shall be placed around the roost and no work shall occur within the buffer until after the roosting season is over. Work may proceed after a qualified biologist is able to verify that the roost is no longer active.

Biological Resources Section Page 38
BIO-9: For each year in which Project activities commence between February 1 and September 15, a focused survey for white-tailed kite nests within the Project site and within 500-feet of the Project site will be conducted by a qualified biologist no greater than 15 days prior to the start of construction work (including clearing and grubbing). If white-tailed kites are found, the qualified biologist shall develop a species-specific avoidance plan for CDFW review and approval. Any measures approved in the avoidance plan will be implemented prior to the start of any ground- disturbing activities. If no active nests are found during the focused survey, nothing further will be required. If active nests are found during the focused survey, Project personnel shall immediately notify CDFW and establish a minimum 500 no-work buffer zone until the qualified biologist determines, and CDFW confirms, that all chicks have fledged and are no longer reliant on the nest site. If a lapse in Project- related activities of 14 days or longer occurs, another focused survey is required before Project activities can be reinitiated.

Land Use and Planning Section Page 73
Growth Management Program
Chapter 21.90 of the Carlsbad Municipal Code contains the Citys Growth Management Program.

To ensure that development does not occur unless facilities and improvements are available, the Growth Management Program requires that the City Council adopt by resolution a citywide facilities and improvements plan. The Citywide Facilities and Improvements Plan was originally adopted in 1986 and has most recently been amended in August 2017 (Carlsbad 2017b).

The Citywide Facilities and Improvements Plan includes an evaluation of the arrangement and number of future housing units in the City and establishes performance standards for public facilities (Carlsbad 2017b). Of most relevance to the Project are the performance standards relating to parks and circulation. The Project is included in the Citywide Facilities and Improvements Plan to help the City achieve an acceptable park performance standard of three acres of community park or special use area per 1,000 population. Therefore, the Project would be consistent with and not inhibit implementation of this aspect of the plan. The Citywide Facilities and Improvements Plan establishes a requirement to maintain Level of Service (LOS) D or better for all modes that are subject to this multi-modal level of service (MMLOS) standard, as identified

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 52 Responses to Comments in Table 3-1 of the General Plan Mobility Element, excluding LOS exempt intersections and streets approved by the City Council. A Transportation Impact Study (TIS) was prepared for the Project as required by the Citys Transportation Impact Analysis Guidelines (2018). Through this analysis, several features were identified to improve the design of the project and ensure project consistency with the Citys transportation, pedestrian, bicycle, and transit policies. The applicant will implement these features, which are outlined in the TIS (Psomas 2021a). Incorporation of these features into the Project ensures that the Project is consistent with the Citys Growth Management Plan, as outlined in the TIS. As the Citys Transportation Impact Analysis Guidelines and the GMP embody the requirements of the City of Carlsbad with regards to the policies addressing the full range of circulation system requirements and improvements (including transit, roadway, bicycle, and pedestrian facilities), the Project would be consistent with these plans and policies. As described in more detail below in subsection XVII of this IS/MND, with implementation of mitigation the Project is consistent with the Citys MMLOS standards for pedestrian, bicycles, and transit. Given the considerations above, the Project would not impair implementation of the Citys Growth Management Program.

SECTION 3

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Fehr & Peers. 2021 (June 28, Appendix Updated June 1, 2022). Veterans Memorial Park SB 743 Vehicle Miles Traveled (VMT) Assessment. San Diego, CA: Fehr & Peers.1

1 This updated version of the VMT Assessment is provided

Appendix I
Vehicle Miles Traveled (VMT) Assessment Memorandum
Updated on June 1, 2022
with Minor Typographical Updates

555 West Beech Street | Suite 302 | San Diego, CA 92101 | (619) 234-3190 | Fax (619) 702-9345 www.fehrandpeers.com
Memorandum

Date: June 28, 2021, Appendix updated June 1, 2022
To: Barbara Kennedy, Parks Planner, Parks & Recreation Dept., City of Carlsbad From: Mahdie Hasani and Katy Cole, Fehr & Peers
Subject: Veterans Memorial Park SB 743 Vehicle Miles Traveled (VMT) Assessment SD21-0400
This memorandum evaluates VMT for transportation impact purposes of the proposed Veterans Memorial Park ). The VMT analysis was conducted consistent with the methodologies described in the VMT Analysis Guidelines, September 2020.

The project is located southeast of the Agua Hedionda Lagoon and bordered by Faraday Avenue on the west and south, and by Whitman Way in the north, shown in Figure 1. The site is 91.5 acres, of which 48 acres are developable (12 acres is a sensitive habitat that will be preserved). The remainder of the site is within the Macario Canyon/Veterans Park HMP Preserve.

The design intent is a family-oriented park with a variety of multi-generational and inclusive amenities that are incorporated into active and passive recreational elements. Park facilities and trails are interwoven with open space and park elements. The park is physically separated into two distinct areas (north and south) which transition through passive uses and natural open space to a prominent memorial element at the high point of the site (upper terrace).

Features on the north side include:

Plaza/community gathering area with shaded pavilions (150-person capacity) Catering support building/restroom/storage/small office /golf cart parking (1,915 SF) Inclusive playground (19,295 SF)
Family and group picnic areas
Lawn for unstructured activities
Parking lot
Nature-themed playground (21,539 SF)
Passive use areas (gardens for meditation, relaxation, sensory gardens)

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Access to the south side of the park is located near the trail underpass at Faraday Avenue. The primary amenities on the south side are:

Four-acre family-oriented bike park
Restroom (965 SF)
Tot lot (6,888 SF)
Outdoor fitness area (14,579 SF)
Outdoor education area (future development)
Parking lot
The circulation routing (non-motorized) combines a variety of options for exploring the park:

Accessible pathways lead from both sides of the park to the upper plateau where a prominent memorial art feature will be located. (passive use with individual seating areas to maximize views)
Rock climb on the north slope
Fitness run on south slope from parking lot to terrace
Multi-use Trail - perimeter loop trail that surrounds the park is part of the citywide trail network and links with other city trails and connects to Twain Avenue.

This memorandum evaluates the effect that the proposed project would have on regional VMT to determine if the project has a significant transportation impact related to VMT. The City of Carlsbad has prepared guidelines for performing VMT analysis. As a regionally serving public facility, Veterans Memorial Park would have a significant VMT impact if the project is expected to cause a net increase in regional VMT compared to the no project condition. Also, it should be noted that most parks are considered locally serving, and would be presumed to have a less than significant impact on VMT; however,
unique park uses, a more detailed VMT evaluation was performed to determine its effect on regional VMT.

In general, park uses tend to redistribute existing park-related trips and do not add many new trips to the roadway network. In addition, for Veterans Memorial Park, we expect that it may reduce some vehicle trips and trip distances since the project is situated in a location that does not currently have many park facilities and some of the similar more unique facilities (such as the bike park) are currently much further away (more than 18 miles) for City residents and other North County residents. People seeking out these unique uses will have a much closer option with the implementation of Veterans Memorial Park.

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Step 1: Project Screening
The first step in performing transportation VMT impact analysis is to compare the project characteristics to the City of Carlsbad
presumed to have a less than significant impact. The screening criteria are detailed in Table 1.

Table 1: Veterans Memorial Park VMT Screening Analysis
Screening
Criteria Analysis Is the Project
Screened?
Small Project A small project is defined in the City of Carlsbad guidelines as generating less than 110 daily trips after applying trip-reduction strategies.

The project-generated trips are greater than 110 daily trips; therefore, the project is not considered a small project.

No
Projects Located
Near Transit
The City of Carlsbad guidelines state that projects proposed within ½ mile of the Carlsbad Village Coaster Station, the Carlsbad Poinsettia Coaster Station, or the Plaza Camino Real transit center would be presumed to have a less than significant VMT impact as long as project features do not otherwise indicate high VMT generation.

The project is farther than ½ mile from each of the listed transit stops and therefore is not located near transit.

No
Local-Serving
Retail
Local-serving retail is defined in the City of Carlsbad guidelines as retail development under 50,000 SF in size; or larger than 50,000 SF development with an approved market primarily serving local uses.

The project is not retail and therefore this screening category does not apply to Veterans Memorial Park.

No
Local-Serving
Public Facility
Local-serving public facilities are defined in the City of Carlsbad guidelines as facilities that serve the local public parks and public schools.

According to the criteria of local-serving public facilities in the City of Carlsbad VMT guidelines, the project is not considered to be local-serving per Section 3.2.4 of the City guidelines. Aspects of the project are locally serving; however, since the project will serve the entire City and offers some unique park characteristics, we have determined that it is not fully locally serving and therefore this does not apply.

No
Affordable
Housing
The project is not a residential development and therefore this screening category does not apply to Veterans Memorial Park.

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Screening
Criteria Analysis Is the Project
Screened?
Redevelopment
Project
The City of Carlsbad guidelines state that a redevelopment project can be screened out from
The proposed project is not a redevelopment project; accordingly, the project does not meet the screening criterion.

No
Source: Fehr & Peers, 2021.

As shown in Table 1
VMT analysis is necessary to determine if the project has a VMT transportation significant impact.

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Step 2: VMT Analysis
Since the project does not meet the screening criteria, a VMT analysis is performed consistent VMT Analysis Guidelines.

For regionally serving public facility land uses, an evaluation of the effect that the project has on regional VMT is required as described in Section 3.2.4 and Appendix A of the VMT Analysis Guidelines. The project was evaluated based on the net increase in total regional VMT. As described in the Guidelines: Public facilities that
regional projects and require a model.[Note that a sketch model is appropriate for this project as described below.]Regional projects that result in a net increase in VMT compared to the no project condition would have a significant transportation impact.

The VMT analysis for the project was prepared using a sketch model based on detailed information regarding , their travel characteristics
similar parks in the San Diego Region. Use of the sketch model is more accurate than using a regional travel demand model because the model assumptions are project-specific, and in our experience, the SANDAG Regional Travel Demand Model is not sensitive enough to evaluate projects that generate less than 2,400 daily trips or projects that are unique in nature. This project is a community park that has unique recreational opportunities (bike park, trails, and other park uses); and therefore, a regional travel demand model would not accurately capture the nuances of the project. Multiple data sources and approaches were utilized for the analysis described in the following sections.

Data Sources
Big Data
Given the unique characteristic of the park (such as the bike park component), it is expected that some users from farther away may visit this park seeking out this amenity. We collected and analyzed data from a big data source1 to understand visitor's travel patterns to similar parks in the region. This data helped us to understand the extent that park users travel to seek out park amenities. A summary of four existing parks that offer similar amenities to the project is described below.
1 Streetlight Data is a transportation data vendor that provides current and past transportation metrics such as trip origins and destinations derived from aggregated smartphone Global Positioning System (GPS) and sensor data.

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1. Sweetwater Bike Park
The 4.2-acre park opened on January 4, 2020, and is operated by the County of San Diego. It provides two flow trails, three pump tracks, a wooden feature skills area, rock gardens, and three progressive jump lines. It is the first bike park in the county.

Figure 2: Sweetwater Bike Park Plan
Source: sandiegouniontribune.com

2. Greg Cox Bike Park
This 3.2- acre park opened on April 28, 2021 and is managed by the City of Chula Vista. It provides a kid track, a modular pump track, two jump lines with wooden features leading into a wallride and one return trail, and a perimeter trail with small drops and rock gardens. It is the second bike park in the county.

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Figure 3: Greg Cox Bike Park Plan
Source: sdparks.org

3. Pacific Highlands Ranch Community Park
This park opened in April 2019 and is managed by the City of San Diego. The park offers a variety of facilities including a playground, skate plaza, parkour area, fitness stations, picnic areas, a bike park, etc. The bike park is a 0.5-acre concrete surfaced facility with two progressive pump tracks that are open to bikes and skateboards.

This park is the closest bike park to the proposed project, and also offers a similar type of family- oriented facilities to visitors.

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Figure 4: Pacific Highlands Ranch Community Park Plan
Source: Parksinsandiego.com

4. Encinitas Community Park
This 44- acre park opened in January 2015 and is managed by the City of Encinitas. It is a family- softball/baseball fields, and soccer/multi-purpose fields.

It is the closest larger scale family-oriented city park to the project with a similar type of amenities. Also, in terms of developed areas, this park is similar in size to the project. Therefore, this park was included to provide some insights on multi-use parks similar in size/character to the project.

Travel distance of park users to these four parks on weekdays and weekends are summarized in Tables 2 and 3, respectively. The analysis year was selected based on the park's opening year and

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the availability of big data These tables show the percentage of park users that travel one-way for each travel distance range. As shown in these tables, the majority of park users travel less than 10 miles to a park.

Also, Tables 2 and 3 demonstrate the that travel distance for park users on weekdays and weekends are similar, with the weekends having more park users that are slightly farther away. For example, on the weekdays, 81% of park users are within 10 miles of the park. On weekends, 70% of park users are within 10 miles of the park.

Table 2: One-Way Trip Length of Park Visitors on Weekdays (Miles) Parks Year Less
than 1 1 to 3 3 to 5 5 to 10 10 to 25 25 to 50 50 to
100
more
than 100
Pacific Highlands
Ranch 2019 22% 31% 17% 14% 10% 1% 2% 4%
Pacific Highlands
Ranch 2020 18%25%14%19%17%2%2%3%
Encinitas
Community Park 2019 22% 30% 14% 14% 13% 2% 2% 4%
Encinitas
Community Park 2020 24%25%15%14%13%3%2%4%
Sweetwater
Regional Park and
Bike Park1
2020 7% 29% 30% 17% 11% 2% 1% 2%
Greg Cox Bike
Park2 2019 17%26%17%13%17%4%0%4%
Greg Cox Bike
Park2 2020 14% 33% 14% 14% 19% 5% 0% 5%
Average2 19%28%18%16%13%2%2%3%
Source: StreetLight Data, 2021. Fehr & Peers, 2021.

Note:
1 Sweetwater Bike Park opened in 2020. So, only 2020 data were summarized. Note that the park opened during the COVID-19 pandemic when open parks were experiencing a higher number of daily visitations than usual2. Also,Sweetwater Bike Park data includes trips to Sweetwater Valley Little League. 2 Greg Cox Bike Park opened in April 2021. Big data after the park opening is not available; however, 2019 and 2020 data were available for trail use in the park area prior to opening of the bike park. Since the data does not represent an official park, the data was not included in the analysis.
2 Public parks and the pandemic: How park usage has been affected by COVID-19 policies:
https://journals.plos.org/plosone/article?id=10.1371/journal.pone.0251799

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Table 3: One-Way Trip Length of Park Visitors on Weekends (Miles) Parks Year Less
than 1 1 to 3 3 to 5 5 to 10 10 to 25 25 to 50 50 to
100
more
than 100
Pacific Highlands
Ranch 2019 16% 19% 16% 21% 18% 3% 4% 5%
Pacific Highlands
Ranch 2020 14%23%11%18%21%4%5%5%
Encinitas
Community Park 2019 16% 24% 14% 16% 18% 6% 3% 4%
Encinitas
Community Park 2020 20%20%14%15%17%5%4%4%
Sweetwater
Regional Park and
Bike Park1
2020 6% 26% 24% 22% 12% 4% 3% 4%
Greg Cox Bike
Park2 2019 17%26%17%13%17%4%0%4%
Greg Cox Bike
Park2 2020 14% 33% 14% 14% 19% 5% 0% 5%
Average2 14%22%16%18%17%4%4%4%
Source: StreetLight Data, 2021. Fehr & Peers, 2021.

Note:
1 Sweetwater Bike Park opened in 2020. So, only 2020 data were summarized. Note that the park opened during the COVID-19 pandemic when open parks were experiencing a higher number of daily visitations than usual. Also,Sweetwater Bike Park data includes trips to Sweetwater Valley Little League. 2 Greg Cox Bike Park opened in April 2021. Big data after the park opening is not available; however, 2019 and 2020 data were available for trail use in the park area prior to opening of the bike park. Since the data does not represent an official park, the data was not included in the analysis.

The overall travel distance of park visitors to these parks was summarized in Table 4. Based on the data, the average 85th percentile weekday one-way travel distance is approximately 16 miles and weekend one-way travel distance is 23 miles. And the average weekday one-way travel distance is approximately 8 miles and weekend one-way travel distance is 12 miles.

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Table 4: Summary of One-Way Trip Length to Three Parks
Day of Week
One-Way Trip Length (Miles)
85th Percentile Weighted Average
Three Parks1 Parks with Bike
Park Facility2 Three Parks1 Parks with Bike
Park Facility2
Weekday 16 15 8 9
Weekend 23 22 12 12
Source: StreetLight Data, 2021. Fehr & Peers, 2021.

Note:
1 Three parks are Sweetwater Bike park, Pacific Highlands Ranch Community Park, and Encinitas Community Park. Greg Cox Bike Park data was not included in the analysis.
2 Parks with bike park facilities are Sweetwater Bike Park and Pacific Highlands Ranch Community Park. Note that Sweetwater Bike Park data also includes trips to Sweetwater Valley Little League.

Park Users
To explain the effect of the project on the regio to
three categories including general park users, bike park users, and curious users described as follows and in Table 5:

General Park Users will mostly be people who live in the City of Carlsbad. These users are usually seeking a nearby or convenient park with typical amenities and would have sought out a park regardless of the project being constructed. Users may walk, bike, or drive to the closest park to use playgrounds, trails, or picnic areas.

Bike Park Users are the users who are specifically seeking out bike park with facilities such as pump tracks, jump lines, or flow trails. Such users may choose to drive long distances to reach a bike park.

Curious Users are the group of people who are interested in visiting new parks. We expect that these users may travel a bit farther than a general park user seeking out new park amenities.

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Table 5: Veterans Memorial Park Users
General Park Users Bike Park Users Curious Park Users
Visitors Primarily City of
Carlsbad residents
Both residents and non-
residents of the City of
Carlsbad
Both residents and non-
residents of the City of
Carlsbad
Typical Park
Selection
Closest park Closest bike park Newly constructed parks with unique amenities
Motivation for
Visiting a Park
Seeking typical park
amenities (e.g. picnic
area, playground, trails,
etc.)
Seeing bike park amenities
(Pump tracks, flow trails,
etc.)
Seeking something new and
different in a park experience.

Source: Fehr & Peers, 2021.

In the following sections, we reviewed the travel purpose, behavior, and VMT effect of each type of user and use the big data to help understand that VMT characteristics for each type of user.

General Park Users
The proposed park provides a closer park option for many of the general park users in the City of Carlsbad. Such users will likely drive shorter distances and generate less VMT compared to no project conditions.

The average travel distance of park users is 12 miles (Table 4). So, the majority of the park users home locations are within the 12-mile buffer of the project site. The highlighted buffer area shown in Figure 5 includes some park uses; however, in the immediate vicinity of the proposed project, there are not any park uses. Also, based on inspection of the map, the project would be the closest large park to many City and some north county residents.

General park users are not expected to generate new trips, but they will redistribute the trips from traveling to existing parks to the new Veterans Memorial Park assuming the proposed park is the closest location to their home. Therefore, for this group of users, the project meets the characteristics of a locally serving park and is expected to result in a reduction in VMT amongst general park users.

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Bike Park Users
Bike park users include City of Carlsbad residents and non-residents. Since there are limited existing bike park amenities in the region, Carlsbad residents that are specifically seeking bike park amenities would need to travel long distances.

City of Carlsbad Resident Bike Park Users
Geospatial analysis was performed to determine the driving distance from the centroid of each census tract within the City of Carlsbad to the three similar bike parks described in the previous section and the comparative distance to the proposed project location (see Appendix). These distances were used to estimate the difference in VMT generated by Carlsbad residents making a round-trip to the bike park.

Table 6 shows the average distance of Carlsbad residents traveling to the existing sample bike parks as compared to their distance to the project. As shown, the distance to the project is substantially less than to other available bike parks in the region.

Table 6: Average Travel Distance of the City of Carlsbad Residents to Bike Parks Parks Weighted Average Distance per
Residents Round-trip1
Sweetwater Bike Park 82.62 miles
Greg Cox Bike Park 86.70 miles
Pacific Highlands Ranch Park 35.85 miles
Veterans Memorial Bike Park 11.67 miles
Source: Fehr & Peers, 2021.

Notes:
1 Weighted average was calculated based on the population of the City of Carlsbad census tracts.

Non-Resident Bike Park Users
Bike park users of the project are expected to also include non-residents from nearby cities.

According to big data, there is no significant difference between the average travel distance of bike park users and other park users. Generally, the average travel distance of park users is approximately 12 miles (or 24 miles round-trip). Based on Tables 2 and 3 that summarize the big data, Non-residents within the 12-mile buffer of the project are shown in Figure 6.

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A geospatial analysis was performed to calculate the average travel distance of the non-residents within 12-miles of Veterans Memorial Park to the existing three bike parks as well as the Veterans Memorial park (see Appendix). Table 7 shows the average round-trip travel distance for non- residents.

Similar to residents, the round-trip travel distance of the non-residents to the project will be substantially less than no project condition.

Table 7: Average Travel Distance of the Non-Residents to Bike Parks Parks Weighted Average Distance per
Non-Residents Round-trip1
Sweetwater Bike Park 92.68 miles
Greg Cox Bike Park 93.58 miles
Pacific Highlands Ranch Park 45.36 miles
Veterans Memorial Bike Park 19.25 miles
Source: Fehr & Peers, 2021.

Notes:
1 Weighted average was calculated based on the population of the census tracts.

Based on this analysis of travel distance, the bike park users would not increase regional VMT, and to the extent that people are seeking out bike park uses, are expected reduce regional VMT.

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Curious Park Users
We expect curious users to make up the smallest proportion of overall park uses. Even though curious users will represent a small portion of park use, their trips may slightly increase regional VMT, since they are willing to drive a bit further to seek out a new, cool park, especially during the first couple years of the park opening and they may represent new trips/VMT within the region.

However, based on the big data, this phenomenon does not seem to be extensive given that the brand-new Sweetwater bike park use had similar user travel distance to more established parks such as the Encinitas Community Park. However, to represent a worst-case scenario, we are considering the curious park users in our user profile.

In some cases, curious residents and non-residents visiting Veterans Memorial park may have longer trip lengths depending on their home locations, while in some other cases the trip length may be shorter. In addition, curious park users may be a combination of people who are redirecting to a different park or people who are a brand-new trip. Using the 12-miles buffer, as a proxy for where people live in relation to the project site, we performed a GIS analysis to calculate the population within this buffer around the project site as well as three existing bike parks in the county.

Based on the analysis, it is observed that it is relatively densely populated around the project within the 12-mile buffer, as summarized in Table 8, therefore, our expectation is that most curious users, like other park users, would primarily originate within that buffer. Therefore, the curious users that are redirecting from a different park would not increase regional VMT. Curious users that are brand new park trips may slightly increase regional VMT; however, given that this sub-group is expected to be small, the increase in VMT would be more than offset by the reduction in VMT due to general park users and bike park users.

Table 8: Population within 12-mile Buffer Around Bike Parks Parks Population within 12-mile buffer
(in thousands)
Greg Cox Bike Park 330
Pacific Highlands Ranch Community Park 550
Veterans Memorial Park 610
Sweetwater Bike Park 1,050
Source: Fehr & Peers, 2021.

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Overall Change in Regional VMT
This section provides calculations of change in VMT associated with each park user group. Since it is unknown how many users will be in each user category, we have provided the calculations based on a range of different assumptions for user breakdown. This is intended to provide a range of the change in VMT and show the expected VMT trend (reduction or increase in regional VMT).Table 9 displays the relative change for each user group based on the data presented in the previous sections.

Table 9: Relative Change in VMT for Each User Group
Park Users Effect on VMT
General Park Users Residents Reduction
Bike Park Users
Residents Reduction
Non-residents Reduction
Curious Park Users
Residents/redistributed trip Reduction
Residents/new trip Increase
Non-residents/redistributed trip Reduction
Non-resident/new trip Increase
Source: Fehr & Peers, 2021.

Based on the approved scoping agreement, the project is estimated to generate 893 (447 inbound and 446 outbound) daily weekday vehicle trips and 1,099 (550 inbound/449 outbound) weekend daily vehicle trips. To provide a range in expected VMT, we estimate the total vehicle trips of each user type and their trip length before and after the project condition to calculate the overall change in VMT. We used engineering judgment and information from the big data sources to arrive at the following assumptions for two scenarios. Scenario 1 includes more conservative assumptions than scenario 2, as explained in Table 10. Therefore, we expect the VMT change to be somewhere in between these two scenarios.

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Table 10: Scenario Assumptions Trip Percentages and Round-Trip Travel Distance Park Users
Trip
Percentage
(Scenario 1)1
Trip
Percentage
(Scenario 2)1
Average Trip
Length
(miles) -w/o
Project
Average Trip
Length (miles)
- with Project
General Park
Users2
Residents/Non-
residents 80% (70%) 50% (45%) 16.0 11.67
Bike Park Users3
Residents 10% (10%)15% (15%)35.85 11.67
Non-residents 4% (10%) 25% (30%) 45.36 19.25
Curious Park
User4
New trips 3% (5%)5% (5%)0 24.0
Redistributed
trips 3% (5%) 5% (5%)24.0 24.0
Source: Fehr & Peers, 2021.

Notes:
1 Based on our engineering judgement.
2 Without Veterans Memorial Park, the round-trip travel distance of general park users was assumed 16 miles (the average trip length of park users on weekdays based on big data). After the project is implemented, general park users travel distances were assumed to be similar to residents bike park travel distances. 3 Bike park users are 50% residents and 50% non-residents. Without Veterans Memorial Park, all bike park users were assumed to go to the closest bike park (Pacific Highlands Ranch). 4 Curious users are 50% new trips and 50% redistributed trips. Their round-trip travel distances before and after the project were assumed 24 miles (average trip length based on big data).

The regional change in total VMT attributed to the Veterans Memorial Park project is expected to be somewhere between scenario 1 and scenario 2, as summarized in Tables 11 through 14. The project is expected to generate about 3,108 to 5,514 fewer vehicle miles on weekdays and about 4,433 to 7,389 fewer vehicle miles on weekends as compared to before the project was built.

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Table 11: Change in VMT on Weekdays Scenario 1
Park Users
Without Project With Project
Difference#Trips
Trip
Length
(Round-
trip)
VMT #Trips
Trip
Length
(Round-
trip)
VMT
General Park
Users Residents 358 16.00 5,728 358 11.67 4,178 -1,550
Bike Park Users
Residents 45 35.85 1,613 45 11.67 525 -1,088
Non-
residents 18 45.36 816 18 19.25 347 -470
Curious Park
Users
New Trips - - - 13 24.00 312 312
Redistributed 26 24.00 624 13 24.00 312 -312
Total 447 - 8,782 447 - 5,674 -3,108
Source: Fehr & Peers, 2021.

Table 12: Change in VMT on Weekends Scenario 1
Park Users
Without Project With Project
Difference
#Trips#Trips
Trip
Length
(Round-
trip)
VMT #Trips
Trip
Length
(Round-
trip)
VMT
General Park
Users Residents 385 16.00 6,160 385 11.67 4,493 -1,667
Bike Park Users
Residents 55 35.85 1,972 55 11.67 642 -1,330
Non-
residents 55 45.36 2,495 55 19.25 1,059 -1,436
Curious Park
Users
New Trips - - - 28 24.00 672 672
Redistributed 55 24.00 1,320 27 24.00 648 -672
Total 550 11,947 550 7,514 -4,433
Source: Fehr & Peers, 2021.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 22 of 23 ends

Table 13: Change in VMT on Weekdays Scenario 2
Park Users
Without Project With Project
Difference
#Trips#Trips
Trip
Length
(Round-
trip)
VMT #Trips
Trip
Length
(Round-
trip)
VMT
General Park
Users Residents 224 16.00 3,584 224 11.67 2,614 -970
Bike Park Users
Residents 67 35.85 2,402 67 11.67 782 -1,620
Non-
residents 112 45.36 5,080 112 19.25 2,156 -2,924
Curious Park
Users
New Trips - - - 22 24.00 528 528
Redistributed 44 24.00 1,056 22 24.00 528 -528
Total 447 12,122 447 6,608 -5,514
Source: Fehr & Peers, 2021.

Table 14: Change in VMT on Weekends Scenario 2
Park Users
Without Project With Project
Difference
#Trips#Trips
Trip
Length
(Round-
trip)
VMT #Trips
Trip
Length
(Round-
trip)
VMT
General Park
Users Residents 248 16.00 3,968 248 11.67 2,894 -1,074
Bike Park Users
Residents 83 35.85 2,976 83 11.67 969 -2,007
Non-
residents 165 45.36 7,484 165 19.25 3,176 -4,308
Curious Park
Users
New Trips - - - 27 24.00 648 648
Redistributed 54 24.00 1,296 27 24.00 648 -648
Total 550 15,724 550 8,335 -7,389
Source: Fehr & Peers, 2021.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 23 of 23 ends

Step 3: Compare to the Significance Threshold
As a regional public facility project, the VMT Analysis Guidelines (September 2020) state that the proposed project would be considered to have a significant transportation impact if it results in a net increase in VMT compared to the no project condition. Analysis proved that the project is not expected to increase regional VMT, because it provides park amenities to the local community, that forms the majority of park users; and reduces the travel distances of general park users and bike park users. Therefore, evidence suggests the project has a less-than- significant transportation VMT impact.

Appendix: Bike Park Users Travel
Distances to Bike Parks with and
without the Project

Table 1: Resident Bike Park User Round-Trip Travel Distance Without Project Before Study

Zip Code
Census Tracts Parks Population Round Trip Length
17109 Sweetwater Bike Park 6790 37.27
17801 Sweetwater Bike Park 6776 87.14
17808 Sweetwater Bike Park 6135 78.97
17809 Sweetwater Bike Park 2483 85.39
17810 Sweetwater Bike Park 5069 86.55
17811 Sweetwater Bike Park 6815 79.51
17813 Sweetwater Bike Park 4601 78.72
17900 Sweetwater Bike Park 7411 85.53
18000 Sweetwater Bike Park 3976 85.21
19803 Sweetwater Bike Park 4782 91.84
19804 Sweetwater Bike Park 4579 88.05
19806 Sweetwater Bike Park 12080 91.78
20013 Sweetwater Bike Park 13713 80.35
20014 Sweetwater Bike Park 7636 80.62
20015 Sweetwater Bike Park 4792 77.04
20016 Sweetwater Bike Park 9460 74.12
22100 Sweetwater Bike Park 9670 82.71
17109 Greg Cox Bike Park 6790 78.62
17801 Greg Cox Bike Park 6776 91.23
17808 Greg Cox Bike Park 6135 83.05
17809 Greg Cox Bike Park 2483 89.47
17810 Greg Cox Bike Park 5069 90.63
17811 Greg Cox Bike Park 6815 83.59
17813 Greg Cox Bike Park 4601 82.81
17900 Greg Cox Bike Park 7411 89.62
18000 Greg Cox Bike Park 3976 89.30
19803 Greg Cox Bike Park 4782 95.93
19804 Greg Cox Bike Park 4579 92.13
19806 Greg Cox Bike Park 12080 95.86
20013 Greg Cox Bike Park 13713 84.43
20014 Greg Cox Bike Park 7636 84.70
20015 Greg Cox Bike Park 4792 81.13
20016 Greg Cox Bike Park 9460 78.21
22100 Greg Cox Bike Park 9670 86.79
17109 Pacific Highlands Ranch 6790 25.21
17801 Pacific Highlands Ranch 6776 41.58
17808 Pacific Highlands Ranch 6135 32.33
17809 Pacific Highlands Ranch 2483 39.83
17810 Pacific Highlands Ranch 5069 40.99
17811 Pacific Highlands Ranch 6815 33.95
17813 Pacific Highlands Ranch 4601 33.17
17900 Pacific Highlands Ranch 7411 39.97
18000 Pacific Highlands Ranch 3976 39.65
19803 Pacific Highlands Ranch 4782 45.55
19804 Pacific Highlands Ranch 4579 42.40

Before Study

Zip Code
Census Tracts Parks Population Round Trip Length
19806 Pacific Highlands Ranch 12080 43.69
20013 Pacific Highlands Ranch 13713 33.71
20014 Pacific Highlands Ranch 7636 33.98
20015 Pacific Highlands Ranch 4792 27.72
20016 Pacific Highlands Ranch 9460 26.15
22100 Pacific Highlands Ranch 9670 36.07
Overall Weighted Average
Sweetwater Bike Park 80.45
Greg Cox Bike Park 86.70
Pacific Highlands Ranch 35.85

Table 2: Resident Bike Park User Round-Trip Travel Distance With Project Before Study Zip Code
Census Tracts Parks Population Round Trip Length
17109 Veterans Memorial Park 6790 18.41
17801 Veterans Memorial Park 6776 10.03
17808 Veterans Memorial Park 6135 11.56
17809 Veterans Memorial Park 2483 8.22
17810 Veterans Memorial Park 5069 7.30
17811 Veterans Memorial Park 6815 7.52
17813 Veterans Memorial Park 4601 9.17
17900 Veterans Memorial Park 7411 10.42
18000 Veterans Memorial Park 3976 10.47
19803 Veterans Memorial Park 4782 11.12
19804 Veterans Memorial Park 4579 7.97
19806 Veterans Memorial Park 12080 17.04
20013 Veterans Memorial Park 13713 9.21
20014 Veterans Memorial Park 7636 13.80
20015 Veterans Memorial Park 4792 16.76
20016 Veterans Memorial Park 9460 15.50
22100 Veterans Memorial Park 9670 7.74
Weighted Average 11.67

Table 3: Non-Resident Bike Park User Round-Trip Travel Distance Without Project Before Study
Zip Code
Census Tracts Parks Population Round Trip
Length
17104 Pacific Highlands Ranch 3937 24.08
17106 Pacific Highlands Ranch 5227 18.71
17107 Pacific Highlands Ranch 2860 26.08
17108 Pacific Highlands Ranch 4646 24.95
17110 Pacific Highlands Ranch 11866 27.64
17303 Pacific Highlands Ranch 3073 16.76
17304 Pacific Highlands Ranch 5884 14.35
17305 Pacific Highlands Ranch 3104 16.83
17401 Pacific Highlands Ranch 5888 19.82
17403 Pacific Highlands Ranch 4997 21.72
17404 Pacific Highlands Ranch 6586 20.61
17501 Pacific Highlands Ranch 2970 22.76
17502 Pacific Highlands Ranch 3447 21.84
17601 Pacific Highlands Ranch 5131 27.83
17603 Pacific Highlands Ranch 2597 24.99
17604 Pacific Highlands Ranch 7450 25.22
17701 Pacific Highlands Ranch 5740 27.77
17702 Pacific Highlands Ranch 3032 24.76
18100 Pacific Highlands Ranch 6432 43.08
18200 Pacific Highlands Ranch 7374 45.24
18300 Pacific Highlands Ranch 2989 47.28
18400 Pacific Highlands Ranch 4089 46.79
18504 Pacific Highlands Ranch 7020 45.48
18507 Pacific Highlands Ranch 9076 54.93
18509 Pacific Highlands Ranch 5001 47.45
18510 Pacific Highlands Ranch 2801 49.61
18511 Pacific Highlands Ranch 5225 48.25
18512 Pacific Highlands Ranch 4446 51.33
18513 Pacific Highlands Ranch 9817 52.34
18514 Pacific Highlands Ranch 8254 56.22
18515 Pacific Highlands Ranch 5105 47.71
18516 Pacific Highlands Ranch 3978 52.11
18517 Pacific Highlands Ranch 4855 48.66
18518 Pacific Highlands Ranch 2941 50.45
18519 Pacific Highlands Ranch 5263 51.76
18601 Pacific Highlands Ranch 4668 51.44
18603 Pacific Highlands Ranch 6865 50.64
18608 Pacific Highlands Ranch 3224 55.83
18609 Pacific Highlands Ranch 5918 56.16
18610 Pacific Highlands Ranch 6851 58.57
18612 Pacific Highlands Ranch 3537 61.06
18613 Pacific Highlands Ranch 3773 53.93
18614 Pacific Highlands Ranch 6988 52.23
19203 Pacific Highlands Ranch 2836 60.62
19205 Pacific Highlands Ranch 6281 57.78
19206 Pacific Highlands Ranch 5236 56.79
19207 Pacific Highlands Ranch 8858 59.54
19208 Pacific Highlands Ranch 3291 57.32
19301 Pacific Highlands Ranch 6805 57.13
19302 Pacific Highlands Ranch 7965 55.35
19303 Pacific Highlands Ranch 7669 60.43
19403 Pacific Highlands Ranch 6280 54.90
19404 Pacific Highlands Ranch 3411 57.09
19405 Pacific Highlands Ranch 3969 52.57
19406 Pacific Highlands Ranch 4847 54.18

Before Study
Zip Code
Census Tracts Parks Population Round Trip
Length
19501 Pacific Highlands Ranch 3843 55.83
19502 Pacific Highlands Ranch 5702 55.64
19503 Pacific Highlands Ranch 5087 52.63
19601 Pacific Highlands Ranch 6514 56.08
19602 Pacific Highlands Ranch 5452 53.04
19701 Pacific Highlands Ranch 6945 52.52
19702 Pacific Highlands Ranch 5128 51.21
19805 Pacific Highlands Ranch 4523 47.31
19808 Pacific Highlands Ranch 5759 49.03
19809 Pacific Highlands Ranch 4328 50.43
19902 Pacific Highlands Ranch 4160 48.76
19903 Pacific Highlands Ranch 4292 51.32
19904 Pacific Highlands Ranch 7763 48.24
19905 Pacific Highlands Ranch 5123 47.50
20017 Pacific Highlands Ranch 3635 46.54
20018 Pacific Highlands Ranch 7664 45.05
20019 Pacific Highlands Ranch 7071 42.46
20020 Pacific Highlands Ranch 7480 49.48
20021 Pacific Highlands Ranch 6284 49.45
20022 Pacific Highlands Ranch 7587 48.44
20023 Pacific Highlands Ranch 3840 45.68
20024 Pacific Highlands Ranch 4095 44.44
20025 Pacific Highlands Ranch 5208 43.35
20026 Pacific Highlands Ranch 4482 44.63
20027 Pacific Highlands Ranch 17006 43.41
20028 Pacific Highlands Ranch 4022 47.47
20029 Pacific Highlands Ranch 7440 45.24
20304 Pacific Highlands Ranch 6451 50.75
20305 Pacific Highlands Ranch 6246 43.33
20306 Pacific Highlands Ranch 10952 48.60
20307 Pacific Highlands Ranch 7558 40.88
20309 Pacific Highlands Ranch 4178 41.78
17306 Pacific Highlands Ranch 3078 15.74
17104 Greg Cox Bike Park 3937 74.71
17106 Greg Cox Bike Park 5227 72.45
17107 Greg Cox Bike Park 2860 75.74
17108 Greg Cox Bike Park 4646 74.60
17110 Greg Cox Bike Park 11866 81.39
17303 Greg Cox Bike Park 3073 66.42
17304 Greg Cox Bike Park 5884 64.00
17305 Greg Cox Bike Park 3104 66.60
17401 Greg Cox Bike Park 5888 69.48
17403 Greg Cox Bike Park 4997 71.37
17404 Greg Cox Bike Park 6586 70.27
17501 Greg Cox Bike Park 2970 72.41
17502 Greg Cox Bike Park 3447 71.49
17601 Greg Cox Bike Park 5131 77.48
17603 Greg Cox Bike Park 2597 74.64
17604 Greg Cox Bike Park 7450 74.88
17701 Greg Cox Bike Park 5740 77.42
17702 Greg Cox Bike Park 3032 74.41
18100 Greg Cox Bike Park 6432 92.74
18200 Greg Cox Bike Park 7374 94.90
18300 Greg Cox Bike Park 2989 96.94
18400 Greg Cox Bike Park 4089 96.45
18504 Greg Cox Bike Park 7020 95.13
18507 Greg Cox Bike Park 9076 104.58

Before Study
Zip Code
Census Tracts Parks Population Round Trip
Length
18509 Greg Cox Bike Park 5001 97.11
18510 Greg Cox Bike Park 2801 99.26
18511 Greg Cox Bike Park 5225 97.90
18512 Greg Cox Bike Park 4446 100.99
18513 Greg Cox Bike Park 9817 101.99
18514 Greg Cox Bike Park 8254 105.87
18515 Greg Cox Bike Park 5105 97.36
18516 Greg Cox Bike Park 3978 101.76
18517 Greg Cox Bike Park 4855 98.31
18518 Greg Cox Bike Park 2941 100.10
18519 Greg Cox Bike Park 5263 101.41
18601 Greg Cox Bike Park 4668 101.09
18603 Greg Cox Bike Park 6865 100.29
18608 Greg Cox Bike Park 3224 105.48
18609 Greg Cox Bike Park 5918 105.81
18610 Greg Cox Bike Park 6851 108.22
18612 Greg Cox Bike Park 3537 110.71
18613 Greg Cox Bike Park 3773 103.58
18614 Greg Cox Bike Park 6988 101.89
19203 Greg Cox Bike Park 2836 108.52
19205 Greg Cox Bike Park 6281 105.68
19206 Greg Cox Bike Park 5236 104.69
19207 Greg Cox Bike Park 8858 107.44
19208 Greg Cox Bike Park 3291 98.67
19301 Greg Cox Bike Park 6805 106.78
19302 Greg Cox Bike Park 7965 105.00
19303 Greg Cox Bike Park 7669 108.33
19403 Greg Cox Bike Park 6280 104.56
19404 Greg Cox Bike Park 3411 104.99
19405 Greg Cox Bike Park 3969 102.22
19406 Greg Cox Bike Park 4847 103.84
19501 Greg Cox Bike Park 3843 103.74
19502 Greg Cox Bike Park 5702 103.55
19503 Greg Cox Bike Park 5087 102.28
19601 Greg Cox Bike Park 6514 103.99
19602 Greg Cox Bike Park 5452 100.95
19701 Greg Cox Bike Park 6945 102.17
19702 Greg Cox Bike Park 5128 100.28
19805 Greg Cox Bike Park 4523 96.96
19808 Greg Cox Bike Park 5759 98.68
19809 Greg Cox Bike Park 4328 100.08
19902 Greg Cox Bike Park 4160 96.66
19903 Greg Cox Bike Park 4292 99.23
19904 Greg Cox Bike Park 7763 97.90
19905 Greg Cox Bike Park 5123 97.16
20017 Greg Cox Bike Park 3635 96.19
20018 Greg Cox Bike Park 7664 93.35
20019 Greg Cox Bike Park 7071 92.12
20020 Greg Cox Bike Park 7480 92.80
20021 Greg Cox Bike Park 6284 90.80
20022 Greg Cox Bike Park 7587 89.79
20023 Greg Cox Bike Park 3840 87.03
20024 Greg Cox Bike Park 4095 85.80
20025 Greg Cox Bike Park 5208 84.70
20026 Greg Cox Bike Park 4482 91.59
20027 Greg Cox Bike Park 17006 93.06
20028 Greg Cox Bike Park 4022 89.49

Before Study
Zip Code
Census Tracts Parks Population Round Trip
Length
20029 Greg Cox Bike Park 7440 91.57
20304 Greg Cox Bike Park 6451 92.10
20305 Greg Cox Bike Park 6246 84.69
20306 Greg Cox Bike Park 10952 89.95
20307 Greg Cox Bike Park 7558 83.16
20309 Greg Cox Bike Park 4178 83.14
17306 Greg Cox Bike Park 3078 65.39
17104 Sweetwater Bike Park 3937 73.81
17106 Sweetwater Bike Park 5227 71.56
17107 Sweetwater Bike Park 2860 74.84
17108 Sweetwater Bike Park 4646 73.71
17110 Sweetwater Bike Park 11866 80.49
17303 Sweetwater Bike Park 3073 65.52
17304 Sweetwater Bike Park 5884 63.11
17305 Sweetwater Bike Park 3104 65.70
17401 Sweetwater Bike Park 5888 68.58
17403 Sweetwater Bike Park 4997 70.47
17404 Sweetwater Bike Park 6586 69.37
17501 Sweetwater Bike Park 2970 71.52
17502 Sweetwater Bike Park 3447 70.59
17601 Sweetwater Bike Park 5131 76.58
17603 Sweetwater Bike Park 2597 73.74
17604 Sweetwater Bike Park 7450 73.98
17701 Sweetwater Bike Park 5740 76.53
17702 Sweetwater Bike Park 3032 73.51
18100 Sweetwater Bike Park 6432 91.84
18200 Sweetwater Bike Park 7374 94.00
18300 Sweetwater Bike Park 2989 96.04
18400 Sweetwater Bike Park 4089 95.55
18504 Sweetwater Bike Park 7020 94.24
18507 Sweetwater Bike Park 9076 103.68
18509 Sweetwater Bike Park 5001 96.21
18510 Sweetwater Bike Park 2801 98.36
18511 Sweetwater Bike Park 5225 97.00
18512 Sweetwater Bike Park 4446 100.09
18513 Sweetwater Bike Park 9817 101.09
18514 Sweetwater Bike Park 8254 104.97
18515 Sweetwater Bike Park 5105 96.46
18516 Sweetwater Bike Park 3978 100.86
18517 Sweetwater Bike Park 4855 97.41
18518 Sweetwater Bike Park 2941 99.20
18519 Sweetwater Bike Park 5263 100.51
18601 Sweetwater Bike Park 4668 100.20
18603 Sweetwater Bike Park 6865 99.39
18608 Sweetwater Bike Park 3224 104.59
18609 Sweetwater Bike Park 5918 104.92
18610 Sweetwater Bike Park 6851 107.32
18612 Sweetwater Bike Park 3537 109.81
18613 Sweetwater Bike Park 3773 102.68
18614 Sweetwater Bike Park 6988 100.99
19203 Sweetwater Bike Park 2836 107.62
19205 Sweetwater Bike Park 6281 104.79
19206 Sweetwater Bike Park 5236 103.79
19207 Sweetwater Bike Park 8858 106.54
19208 Sweetwater Bike Park 3291 97.78
19301 Sweetwater Bike Park 6805 105.88
19302 Sweetwater Bike Park 7965 104.10

Before Study
Zip Code
Census Tracts Parks Population Round Trip
Length
19303 Sweetwater Bike Park 7669 107.43
19403 Sweetwater Bike Park 6280 103.66
19404 Sweetwater Bike Park 3411 104.09
19405 Sweetwater Bike Park 3969 101.32
19406 Sweetwater Bike Park 4847 102.94
19501 Sweetwater Bike Park 3843 102.84
19502 Sweetwater Bike Park 5702 102.65
19503 Sweetwater Bike Park 5087 101.38
19601 Sweetwater Bike Park 6514 103.09
19602 Sweetwater Bike Park 5452 100.05
19701 Sweetwater Bike Park 6945 101.27
19702 Sweetwater Bike Park 5128 99.39
19805 Sweetwater Bike Park 4523 96.06
19808 Sweetwater Bike Park 5759 97.79
19809 Sweetwater Bike Park 4328 99.19
19902 Sweetwater Bike Park 4160 95.76
19903 Sweetwater Bike Park 4292 98.33
19904 Sweetwater Bike Park 7763 97.00
19905 Sweetwater Bike Park 5123 96.26
20017 Sweetwater Bike Park 3635 95.30
20018 Sweetwater Bike Park 7664 92.45
20019 Sweetwater Bike Park 7071 91.22
20020 Sweetwater Bike Park 7480 91.91
20021 Sweetwater Bike Park 6284 89.90
20022 Sweetwater Bike Park 7587 88.90
20023 Sweetwater Bike Park 3840 86.13
20024 Sweetwater Bike Park 4095 84.90
20025 Sweetwater Bike Park 5208 83.80
20026 Sweetwater Bike Park 4482 90.69
20027 Sweetwater Bike Park 17006 92.17
20028 Sweetwater Bike Park 4022 88.60
20029 Sweetwater Bike Park 7440 90.67
20304 Sweetwater Bike Park 6451 91.20
20305 Sweetwater Bike Park 6246 83.79
20306 Sweetwater Bike Park 10952 89.05
20307 Sweetwater Bike Park 7558 82.26
20309 Sweetwater Bike Park 4178 82.24
17306 Sweetwater Bike Park 3078 64.50
Overall Weighted Average
Sweetwater Bike Park 45.36
Greg Cox Bike Park 93.58
Pacific Highlands Ranch 92.68

Table 4: Non-Resident Bike Park User Round-Trip Travel Distance With Project After Study
Parks Population Round Trip Length
Veterans Memorial Park 491269 19.25

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Community Development
Planning Division
1635 Faraday Avenue Carlsbad, CA 92008 760-602-4600 760-602-8560 fax

93.70 acre parcel (the Project site), which would include a Veterans memorial plaza/gathering area, playgrounds, a bike park, formal picnic areas, passive recreation areas, outdoor exercise area, an outdoor education area, open turf, and multi-use trails. Site Plans for the Project and Bike Park are provided as Exhibits 3 and 4, respectively.

DETERMINATION: The City of Carlsbad has conducted an environmental review of the above described project pursuant to the Guidelines for Implementation of the California Environmental Quality Act and the Environmental Protection Ordinance of the City of Carlsbad. As a result of said review, the Initial Study identified potentially significant effects on the environment, and the City of Carlsbad finds as follows:

Although the proposed project could have a significant effect on the environment, there will not be a significant effect in this case because the mitigation measures described in the Mitigation Monitoring and Reporting Program have been added to the project.

The proposed project MAY have “potentially significant impact(s)” on the environment, but at least one potentially significant impact 1) has been adequately analyzed in an earlier document pursuant to applicable legal standards, and 2) has been addressed by mitigation measures based on the earlier analysis as described on attached sheets. (Mitigated Negative Declaration applies only to the effects that remained to be addressed).

Although the proposed project could have a significant effect on the environment, there WILL NOT be a significant effect in this case because all potentially significant effects (a) have been analyzed adequately in an earlier ENVIRONMENTAL IMPACT REPORT or NEGATIVE DECLARATION pursuant to applicable standards and (b) have been avoided or mitigated pursuant to that earlier ENVIRONMENTAL IMPACT REPORT or NEGATIVE DECLARATION, including revisions or mitigation measures that are imposed upon the proposed project.

Therefore, nothing further is required.

A copy of the Initial Study documenting reasons to support the Mitigated Negative Declaration is on file in the Planning Division, 1635 Faraday Avenue, Carlsbad, California 92008.

ADOPTED: June 15, 2022, pursuant to Planning Commission Resolution 7453 ATTEST:

Eric Lardy
Principal Planner

Community Development Department
Planning Division
1635 Faraday Avenue Carlsbad, CA 92008 449-339-2600

NOTICE OF INTENT TO ADOPT A

MITIGATED NEGATIVE DECLARATION
PROJECT NAME: Veterans Memorial Park Project
PROJECT NO: CUP 2021-0014, CDP 2021-0052, HDP 2021-0003, HMP 2021-0006 (PUB 2019- 0012)
PROJECT LOCATION: Approximately 350 feet east of the intersection of Cannon Road and Faraday Avenue, 1.4 miles east of the Interstate (I) 5/Cannon Road interchange, 0.5 mile southeast of the Agua Hedionda Lagoon, and located southeast of the intersection of Faraday Avenue and Whitman Way
PROJECT DESCRIPTION: The Project consists of the development of a public park on 38.82 acres of a 93.70 acre parcel (the Project site), which would include a Veterans memorial plaza/gathering area, playgrounds, a bike park, formal picnic areas, passive recreation areas, outdoor exercise area, an outdoor education area, open turf, and multi-use trails. Site Plans for the Project and Bike Park are provided as Exhibits 3 and 4, respectively. More information on the park uses and amenities proposed in each area of the park is provided below.

PROPOSED DETERMINATION:The City of Carlsbad has conducted an environmental review of the above described project pursuant to the Guidelines for Implementation of the California Environmental Quality Act (CEQA) and the Environmental Protection Ordinance of the City of Carlsbad. As a result of said review, the Initial study identified potentially significant effects on the environment, but (1) revisions in the project plans or proposals made by, or agreed to by, the applicant before the proposed Mitigated Negative Declaration and Initial Study are released for public review would avoid the effects or mitigate the effects to a point where clearly no significant effect on the environment would occur, and (2) there is no substantial evidence in light of the whole record before the City that the pr significant effect on the environment. Therefore, a Mitigated Negative Declaration will be recommended for adoption by the City of Carlsbad Planning Commission.

AVAILABILITY:A copy of the Initial Study documenting reasons to support the proposed Mitigated Negative Declaration is on file in the Planning Division, 1635 Faraday Avenue, Carlsbad, California 92008 and is available online at: https://www.carlsbadca.gov/departments/community-development/agendas- minutes-notices-18045.

COMMENTS: Comments from the public are invited. Pursuant to Section 15204 of the CEQA Guidelines, in reviewing Mitigated Negative Declarations, persons and public agencies should focus on the proposed finding that the project will not have a significant effect on the environment. If persons and public agencies believe that the project may have a significant effect, they should: (1) identify the specific effect; (2) explain why they believe the effect would occur; and (3) explain why they believe the effect would be significant. Written comments regarding the draft Mitigated Negative Declaration should be directed to Eric Lardy at the address listed below or via email to [email protected]. Comments must be received within 30 days of the date of this notice.

The proposed project and Mitigated Negative Declaration are subject to review and approval/adoption by the Planning Commission. Additional public notices will be issued when those public hearings are scheduled. If you have any questions, please call Eric Lardy in the Planning Division at (442) 339-2600.

PUBLIC REVIEW PERIOD March 11, 2022 to April 11, 2022
PUBLISH DATE March 11, 2022

VETERANS MEMORIAL PARK
Notice of Intent
Veterans Memorial Park Final ISMND
Veterans Park Mitigation and Monitoring Program
Veterans Park Mitigated Negative Declaration
Appendix - A1 Annual
Appendix - A2 Winter
Appendix - A3 Summer
Appendix - B Bio Tech
Appendix - C Coastal California Gnatcatcher Report
Appendix - D Phase 1 Archaeo-Paleo Report
Appendix - E1 Geotechnical Investigation
Appendix - E2 Infiltration Testing
Appendix - E3 Surfical Geologic Mapping
Appendix - F Phase 1 ESA
Appendix - G PWQMP
Appendix - H1 Construction Noise and Vibration
Appendix - H2 Stationary Noise
Appendix - H3 Traffic Noise
Appendix - I VMT Assessment
Non CEQA Technical Study
Veterans Memorial Park Traffic Study
To view all Appendix documents listed above, please go to this link:
https://www.carlsbadca.gov/departments/community-development/agendas-minutes-notices-18045

BLEACHER DESIGN CRITERIA
OVERALL SCOPE:

PROVIDE NEW BLEACHERS AS DESIGNED BY NATIONAL RECREATION SYSTEMS, INC. CONSISTING OF (1) SUCH UNIT(S), NON-ELEVATED, 5 ROWS HIGH x21'-0" BLEACHER, WITH THE ACCESSORIES AND FEATURES ILLUSTRATED HEREIN. NET SEATING CAPACITY PER UNIT 70 + 0 ADA (NOT INCLUDING AISLES, BASED ON 18" PER SEAT).

APPLICABLE CODES:

INTERNATIONAL BUILDING CODE (IBC)-2018 EDITION/ICC-300-2017 EDITION

DESIGN LOADS:

LIVE LOADS:

UNIFORM LOADING - STRUCTURE = 100 PSF
UNIFORM LOADING - SEAT PLANKS = 120 PLF

SWAY LOADS:

PERPENDICULAR TO SEATS = 10 POUNDS PER LINEAL FOOT
PARALLEL TO SEATS = 24 POUNDS PER LINEAL FOOT

WIND LOADS:

BASIC DESIGN WIND SPEED = UP TO 102 MPH (EXPOSURE "C")

RAIL LOADS:

UNIFORM LOAD = 50 POUNDS PER LINEAL FOOT IN ANY DIRECTION CONCENTRATED LOAD = 200 LBS. IN ANY DIRECTION

* NOTE: ALL BLEACHERS MUST BE ANCHORED TO MEET WIND LOADS SPECIFIED ABOVE

SEISMIC LOADS:

RISK CATEGORY = III
SEISMIC IMPORTANCE FACTOR = 1.25
SDS = 0.942
SEISMIC DESIGN CATEGORY = C

GENERAL REQUIREMENTS:

A. THE SITE ON WHICH THE BLEACHER IS TO BE PLACED SHALL CONSIST OF A MINIMUM SOIL BEARING OF 2,000 PSF.

B. THE SITE SHALL BE CLEAR OF ALL OBSTACLES (IE. LIGHT POLES, UTILITIES, OR OTHER OBSTRUCTIONS), UNLESS SPECIAL CONSTRUCTION IS SPECIFICALLY STATED IN THE BID OR QUOTE.

C. THE SURFACE MAY BE SLOPED A MAXIMUM OF 1/8 INCH PER FOOT FOR DRAINAGE. THE MAXIMUM OVERALL OUT OF LEVEL SLOPE PERPENDICULAR TO THE SEATS (FRONT TO REAR) SHALL NOT EXCEED 2" AND PARALLEL TO THE SEATS (END TO END) SHALL NOT EXCEED 4". VARIATIONS IN FLATNESS SHALL NOT EXCEED 5/16" BELOW A 10-FOOT STRAIGHTEDGE. BLEACHERS SHALL BE ANCHORED TO RESIST OVERTURNING FROM WIND FORCES, AND TO BE IN COMPLIANCE WITH LOCAL CODES.

ALUMINUM NOTES:

1. ALUMINUM WELDING SHALL CONFORM TO AWS D-1.2 STRUCTURAL WELDING CODE - ALUMINUM WITH FIBER ALLOY 4043 FOR FILLET WELDS FOR BUILDING TYPE STRUCTURES.

2. PLANKS SHALL BE EXTRUDED ALUMINUM ALLOY 6063-T6.

3. EXTRUDED ALUMINUM STRUCTURAL SHAPES SHALL BE 6061-T6.

4. WHERE ANODIZED FINISH IS INDICATED, FINISH SHALL BE 204R1. (ANODIZED FINISH IS CLEAR)

5. AS SPECIFIED AND ILLUSTRATED, ALL ALUMINUM FOOTBOARDS, WALKING SURFACES, AND RISERS ARE MILL FINISH. MILL FINISH ALUMINUM, WHEN EXPOSED TO THE ATMOSPHERE, FORMS A TRANSPARENT, PROTECTIVE OXIDE COATING. MILL FINISH ALUMINUM WILL STAIN WHEN MOISTURE IS TRAPPED AGAINST IT. THIS MOISTURE ENTRAPMENT CAN OCCUR AT SEVERAL STAGES OF MATERIAL DELIVERY INCLUDING PACKAGING, SHIPPING AND STORAGE. THESE STAINS CAN BE ERRATIC AND VARY IN COLOR FROM LIGHT BRONZE TO BLACK TO CHALKY WHITE. MOISTURE STAINS HAVE NO EFFECT ON THE STRENGTH OF THE MATERIAL. THESE STAINS BECOME LESS NOTICEABLE DURING NORMAL USAGE AND EXPOSURE TO THE SUN'S RADIATION. AN UPGRADE TO ANODIZED FOOT PLANK AND ANODIZED RISER PLANK WILL ELIMINATE THIS ISSUE.

NUMBER OF HARD COPIES REQUESTED*:____________________

THIS DRAWING AND ALL INFORMATION CONTAINED
HEREIN IS THE PROPERTY OF NATIONAL RECREATION SYSTEMS, INC.

AND IS NOT TO BE REPRODUCED WITHOUT EXPRESS WRITTEN
PERMISSION OF THIS MANUFACTURER. WE ASSUME
NO RESPONSIBILITY FOR UNAUTHORIZED USE OF THIS DRAWING.

NATIONAL RECREATION SYSTEMS, INC. IS NOT RESPONSIBLE FOR LOCAL PERMITS AND OCCUPANCY REQUIREMENTS.1300-D AIRPORT NORTH OFFICE PARK FORT WAYNE, IN 46825 PH: 888-568-9064 FAX: 260482-7449 WWW.BLEACHERS.NET
PROJECT/SITE:

DESCRIPTION:

DRAWN BY:DATE:REVISION:SCALE:SHEET NUMBER:

NATIONAL RECREATION SYSTEMS, INC.

NA-0521STD_VP_41482 SUB STAMPS
CS.1 TITLE BLOCK DESCRIPTION
ADW 6/23/2025 0 N.T.S.CS.1

CARLSBAD VETERANS MEMORIAL PARK
SAN JUAN CAPISTRANO, CA 92675
SO-41482
NON-ELEV. ALUMINUM 5 ROW X 21'-0" BLEACHER WITH VERTICAL PICKET,

CONCRETE ANCHORS
N/A

STAMPS SO-

DRAWING SHEET INDEX

SHEET NUMBER DESCRIPTION
CS.1 COVER SHEET SUBMITTAL
TD.1 BLEACHER SEATING PLAN SUBMITTAL
FP.1 FOUNDATION PLAN SUBMITTAL
AP.1 ANCHORING PLAN SUBMITTAL
ID.1 FRAME IDENTIFICATION SUBMITTAL
BA.1 BLEACHER BRACING VIEW SUBMITTAL
EL.1 BLEACHER SIDE ELEVATION SUBMITTAL
EL.2 BLEACHER END VIEW SUBMITTAL
1488 Bond Street, Suite 100
Naperville, Illinois 60563-6503
(P) 630.357.0540 (F) 630.357.0164
LARSON
LEI Comm No. 21250012.026

LIMITED TO STRUCTURAL DESIGN ONLY

A
SHT.

EL.1
A
SHT.

EL.1
B
SHT.

EL.2
B
SHT.

EL.2

THIS DRAWING AND ALL INFORMATION

CONTAINED HEREIN IS THE PROPERTY OF
NATIONAL RECREATION SYSTEMS, INC. AND

IS NOT TO BE REPRODUCED
0 DRAWN BY REVISION PAGE #
ADW

DESCRIPTION

PROJECT/SITE
DATE
6/23/2025
NA-0521STD_VP_41482 SUB STAMPS
N.T.S.

SCALE
NATIONAL RECREATION SYSTEMS, INC.

WITHOUT EXPRESS WRITTEN PERMISSION OF THIS MANUFACTURER. WE ASSUME NO RESPONSIBILITY FOR UNAUTHORIZED USE OF THIS DRAWING. NATIONAL RECREATION SYSTEMS, INC. IS NOT RESPONSIBLE FOR LOCAL PERMITS AND OCCUPANCY REQUIREMENTS.

SHEET NAME
2 / 8TD.1

TOP DOWN SEATING PLAN
PRINTED NAME:________________________________________

SIGNATURE:____________________________________________

TITLE:_________________________________________________

END O.H.
9'-4916"
ROW 1
ROW 2
ROW 3
ROW 4
ROW 5
**ECONOMICAL MILL FINISH FOOT PLANK AND RISERS HAVE BEEN SPECIFIED ON THIS BLEACHER DESIGN. NRS WILL NOT BE RESPONSIBLE FOR

DISCOLORATION OR STAINING (DARK BLACK, BROWN, OR WHITE RESIDUE) RESULTING FROM UNAVOIDABLE CONDENSATION THAT OCCURS DURING PACKING, TRANSPORTING AND STORAGE, PRECEDING AND/OR DURING INSTALLATION. REMOVAL OF THESE STAINS OR REPLACEMENT OF

BOARDS UPON COMPLETION OF INSTALLATION IS NOT PART OF THIS CONTRACT BECAUSE STAINED MILL FINISH BOARDS MEET ALL SPECIFIED REQUIREMENTS. A CLEAR ANODIZED FINISH MAY BE QUOTED AT AN ADDITIONAL COST TO AVOID POTENTIAL DISCOLORATION OR STAINING.

APPEARANCE OF MILL VS. ANODIZED
PLANK DIFFERS AS NOTED: MILL APPEARANCE = SHINY / ANODIZED APPEARANCE = SATIN. 1488 Bond Street, Suite 100
Naperville, Illinois 60563-6503
(P) 630.357.0540 (F) 630.357.0164
LARSON
LEI Comm No. 21250012.026

LIMITED TO STRUCTURAL DESIGN ONLY
6/26/2025

THIS DRAWING AND ALL INFORMATION

CONTAINED HEREIN IS THE PROPERTY OF
NATIONAL RECREATION SYSTEMS, INC. AND

IS NOT TO BE REPRODUCED
0 DRAWN BY REVISION PAGE #
ADW

DESCRIPTION

PROJECT/SITE
DATE
6/23/2025
NA-0521STD_VP_41482 SUB STAMPS
N.T.S.

SCALE
NATIONAL RECREATION SYSTEMS, INC.

SHEET NAME
3 / 8FP.1

FOUNDATION PLAN
PRINTED NAME:________________________________________

SIGNATURE:____________________________________________

TITLE:_________________________________________________

FRAME TO

EDGE OF

CONCRETE
11" TYP.
6' TYP. O.C.1'-6" TYP
END O.H.
10'-6" qTO EDGE OF CONCRETE
TYP. OUTSIDE EDGE OF CONCRETE 1
-
q
3' qTO

NEAREST

FRAME LINE

MINIMUM CONCRETE FOUNDATION SPECIFICATIONS

SCOPE:

FOUNDATION CONSTRUCTION IS NOT PART OF NATIONAL RECREATION SYSTEMS, INC'S., SCOPE OF WORK UNLESS NOTED OTHERWISE IN THE CONTRACT DOCUMENTS. THE OWNER SHALL REVIEW THE FOUNDATION DESIGN WITH LOCAL CODE AUTHORITIES AND COORDINATE WITH NRS, INC.

FOUNDATION DESIGN & ANCHORS:
1) THE FOUNDATION DESIGNS ARE BASED ON THE FOLLOWING:

A) MINIMUM PRESUMED SOIL BEARING OF 2000 PSF.

B) BLEACHER FRAME DEAD AND LIVE LOAD OF 700 LBS./FT.

C) BLEACHER FRAME WIND UPLIFT OF 250 LBS./FT.
2) UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS THE BLEACHER FRAMES SHALL BE ATTACHED TO CONCRETE WITH A 1/2" DIA. X 3 3/4" WEDGE TYPE EXPANSION ANCHOR. THE ANCHORS SHALL BE EMBEDDED A MINIMUM OF 3" INTO THE CONCRETE. ALL ANCHORS ARE TO BE HILTI KWIK BOLT TZ2, OR APPROVED EQUIVALENT.

CONCRETE SPECIFICATIONS:
1) ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 318.19. 2) ALL CONCRETE SHALL BE AIR-ENTRAINED USING AN AIR ENTRAINING ADMIXTRUING MEETING ASTM C620.

TOTAL AIR CONTENT: 5%-7% PER ASTM C173.
3) ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY STRENGTH OF FC=3000PSI. CONCRETE SHALL HAVE AIR-ENTRAINMENT 4) A 1/4" BITUMINOUS EXPANSION JOINT MATERIAL SHALL BE PLACED BETWEEN STRIP AND SLAB FOUNDATIONS WHEN ADJACENT TO EACH OTHER.
5) THE DEPRESSIONS IN THE TOP OF THE FOUNDATIONS BETWEEN HIGH SPOTS SHALL NOT EXCEED 5/16" BELOW 10-FOOT LONG STRAIGHTEDGE. THE 10-FOOT STRAIGHTEDGE METHOD USED TO MEASURE FOUNDATION FLATNESS SHALL BE IN ACCORDANCE WITH ACI 302.1R-04 "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION".

MINIMUM CONCRETE SLAB RECOMMENDED SPECIFICATIONS:
1) CONCRETE SLAB SHALL HAVE A MINIMUM THICKNESS OF 5" (SOME AREAS MAY REQUIRE 6") AND PLACED ON 4" OF COMPACTED GRAVEL OR COMPACTED SUB BASE.
2) NRS. INC., RECOMMENDS THAT THE CONCRETE SLAB BE REINFORCED WITH 6X6-W2.1XW2.1 WELDED WIRE FABRIC AT 1 12" CONCRETE COVER FROM THE TOP. IN LIEU OF WELDED WIRE FABRIC, STEEL FIBER SUBSTITUTION REQUIRES OWNER APPROVAL AND HIS UNDERSTANDING OF POTENTIAL MAINTENANCE ISSUES.
3) CONTRACTOR MAY SUBSTITUTE BLENDED FIBER REINFORCING, PROVIDED THE BLEND CONSISTS OF MULTIFILAMENT POLYPROPYLENE FIBERS AND COLD DRAWN STEEL WIRE FIBERS. NOVAMESH 950 OR APPROVED EQUIVALENT, APPLIED AT A DOSAGE RATE OF 5LB/CY UNLESS SPECIFIED OTHERWISE OR A DIFFERENT RECOMMENDATION IS MADE BY THE MANUFACTURER. 4) CRACK CONTROL JOINTS SHALL BE SAWED INTO SLAB TO FORM APPROXIMATE SQUARE PATTERNS. THE MAXIMUM SPACING FOR CONTROL JOINTS SHALL NOT EXCEED 13'-6",UNLESS INDICATED OTHERWISE. THE BLEACHER FRAMES SHALL NOT BE SET ON CONTROL JOINTS. THE

DESIGNER SHALL CONTACT NRS TO COORDINATE JOINT SPACING REQUIREMENTS WITH THE SPECIFIC BLEACHER DESIGN.
5) THE SLAB MAY BE SLOPED A MAXIMUM OF 1/8 INCH PER FOOT FOR DRAINAGE. THE MAXIMUM OVERALL OUT OF LEVEL SLOPE FOR THE SLAB PERPENDICULAR TO THE SEATS (FRONT TO REAR) SHALL NOT EXCEED 2" AND PARALLEL TO THE SEATS (END TO END) SHALL NOT EXCEED 4".

N.T.S.
(1) #5 CONT.
6x6 W2.1xW2.1 WWFGRADE

COMPACTED

SAND OR
GRAVEL

CONCRETE SLAB-ON-GRADE
1 CONCRETE SLAB SECTION
1'
3"
O.C.3"
O.C.
8"4"
4"
5"
Ä Ä
Ä
ÄÄ
Ä Ä
Ä
Ä Ä
ÄÄ ÄÄ N.T.S.
-CONTROL JOINT DETAIL
ÄÄ
Ä
Ä
1 1/4" DEEP 1/8" SAWCUT
1 2 3 4

SEAL IS LIMITED TO BLEACHER

FRAMING AND EXCLUDES

SLAB/FOUNDATION
1488 Bond Street, Suite 100
Naperville, Illinois 60563-6503
(P) 630.357.0540 (F) 630.357.0164
LARSON
LEI Comm No. 21250012.026

LIMITED TO STRUCTURAL DESIGN ONLY
6/26/2025

THIS DRAWING AND ALL INFORMATION

CONTAINED HEREIN IS THE PROPERTY OF
NATIONAL RECREATION SYSTEMS, INC. AND

IS NOT TO BE REPRODUCED
0 DRAWN BY REVISION PAGE #
ADW

DESCRIPTION

PROJECT/SITE
DATE
6/23/2025
NA-0521STD_VP_41482 SUB STAMPS
N.T.S.

SCALE
NATIONAL RECREATION SYSTEMS, INC.

SHEET NAME
4 / 8AP.1

ANCHORING PLAN
PRINTED NAME:________________________________________

SIGNATURE:____________________________________________

TITLE:_________________________________________________

N.T.S.

WEDGE ANCHOR - 3 3/4"1

BASE OF UNIT BEING

ANCHORED

CONCRETE FOUNDATION

CONCRETE ANCHOR MIN
EMBEDMENT IS 2 1/2"
ATTACH USING ½” x 3 ¾”
HILTI KWIK BOLT TZ2
WITH MIN 3” EMBEDMENT.

FRAME SHOWN

RAISED FOR CLARITY
1 -
5'-6" MIN.

SEE FOUNDATION PLAN FOR CONCRETE LAYOUT

CONCRETE BY OTHERS
1488 Bond Street, Suite 100
Naperville, Illinois 60563-6503
(P) 630.357.0540 (F) 630.357.0164
LARSON
LEI Comm No. 21250012.026

LIMITED TO STRUCTURAL DESIGN ONLY
6/26/2025

FA5
RP-ARB01
RP-ARV01_VP
RP-ASR_VP
RP-ASL_VP
FA5 - 5 ROW SEATING FRAME
QTYLENGTHDESCRIPTIONSIZENo.
224 1/2"STD. DIAG. SUPPORT L 1 1/2" X 1 1/2" X 3/16"1
58 5/8"2 X 10 SEAT SUPPORTL 1 1/2" X 1 1/2" X 3/16"2
123 3/4"H/D FOOT SUPPORTL 1 1/2" X 2 1/2" X 1/4"3
323 3/4"6 HOLE FOOT SUPPORTL 1 1/2" X 2" X 3/16"4
138 3/4"ROW 4 VERT FOR FA-5 SEATING FRAMEL 1 1/2" X 2" X 3/16"5 130 3/4"ROW 3 VERT. FOR 4 & 5 ROW FRAMESL 1 1/2" X 2" X 3/16"6 122 3/4"ROW 2 VERT. FOR 3, 4 & 5 ROW FRAMESL 1 1/2" X 2" X 3/16"7 114 3/4"FRT. VERT. FOR 3, 4 & 5 ROW FRAMESL 1 1/2" X 2" X 3/16"8 199"HORIZONTAL - 9/16" DIA HOLE SPACING - 5 ROWL 2" X 2" X 3/16"9 146 3/4"REAR VERT FOR FA5 SEATING FRAMEL 2" X 3" X 5/16"10 RP-ARB01 - 4 BOLT REAR GUARD RAIL POST ATTACH. BRACKET
QTYLENGTHDESCRIPTIONSIZENo.
125 1/2"4 BOLT REAR POST VERT ATTACH ANGLEL 2" X 3" X 1/4"1 112 3/4"STD. REAR GUARD RAIL POST HORIZONTAL MEMBERL 2" X 3" X 1/4"2 113"STD. REAR GUARD RAIL POST DIAGONAL MEMBER L 2" X 3" X 1/4"3 RP-ARV01_VP - REAR GUARDRAIL POST - VERT. PICKET
QTYLENGTHDESCRIPTIONSIZENo.
2 U-CHANNEL CAP Vinyl Dip Pliable: PVC Black 3" x 17/8" DK0155B3" x 1 7/8" x 1"1 171 13/16"REAR GUARDRAIL VERT. POST (V/P)C 3" X 1 7/8" X 1/4"2 RP-ASR_VP - SPEC RIGHT SIDE GUARDRAIL POST - VERT. PICKET QTYLENGTHDESCRIPTIONSIZENo.
1N/A3/8" Flange Nut3/8"1
11 1/4"3/8" x 1 1/4" Hex Head Bolt3/8" X 1 1/4"2
110 1/2"R/S GRD RAIL POST UPPER HORIZ. ATTACH. ARM FOR RP-ASR_01L 1 1/2" X 2 1/2" X 1/4"3 111 3/4"R/S GRD RAIL POST LOWER HORIZ. ATTACH. ARML 1 1/2" X 2 1/2" X 1/4"4 159 1/16"RIGHT SIDE GUARD RAIL VERT POST (VP)L 2" X 3" X 1/4"5 RP-ASL_VP - SPEC LEFT SIDE GUARDRAIL POST - VERT. PICKET QTYLENGTHDESCRIPTIONSIZENo.
1N/A3/8" Flange Nut3/8"1
11 1/4"3/8" x 1 1/4" Hex Head Bolt3/8" X 1 1/4"2
110 1/2"L/S GRD RAIL UPPER HORIZ. ATTACH ARM FOR RP-ASL_01L 1 1/2" X 2 1/2" X 1/4"3 111 3/4"L/S GRD RAIL POST LOWER HORIZ. ATTACH. ARML 1 1/2" X 2 1/2" X 1/4"4 159 1/16"LEFT SIDE GUARD RAIL VERT POST (VP)L 2" X 3" X 1/4"5

THIS DRAWING AND ALL INFORMATION

CONTAINED HEREIN IS THE PROPERTY OF
NATIONAL RECREATION SYSTEMS, INC. AND

IS NOT TO BE REPRODUCED
0 DRAWN BY REVISION PAGE #
ADW

DESCRIPTION

PROJECT/SITE
DATE
6/23/2025
NA-0521STD_VP_41482 SUB STAMPS
N.T.S.

SCALE
NATIONAL RECREATION SYSTEMS, INC.

SHEET NAME
5 / 8ID.1

FRAME IDENTIFICATION
PRINTED NAME:________________________________________

SIGNATURE:____________________________________________

TITLE:_________________________________________________

DATE:_________________________________________________
o APPROVED
o APPROVED AS NOTED*
o REVISE AND RESUBMIT
o REJECTED (CITE REASON FOR REJECTION)
* MAY RESULT IN ADDITIONAL REQUEST FOR DRAWING APPROVAL IF MARKUPS ARE NOT CLEAR TO NRS REPRESENTATIVE OR IF REQUESTED REVISION FALLS OUTSIDE THE SCOPE OF PROJECT QUOTE DOCUMENT. 3 4
4 4
9 8
7 6
5 1
1 10
2 2
2 2
2 1
3 2
121
21 5
3 4
21 5
4 3
1488 Bond Street, Suite 100
Naperville, Illinois 60563-6503
(P) 630.357.0540 (F) 630.357.0164
LARSON
LEI Comm No. 21250012.026

LIMITED TO STRUCTURAL DESIGN ONLY
6/26/2025

XB-_WH ASSY

THIS DRAWING AND ALL INFORMATION

CONTAINED HEREIN IS THE PROPERTY OF
NATIONAL RECREATION SYSTEMS, INC. AND

IS NOT TO BE REPRODUCED
0 DRAWN BY REVISION PAGE #
ADW

DESCRIPTION

PROJECT/SITE
DATE
6/23/2025
NA-0521STD_VP_41482 SUB STAMPS
N.T.S.

SCALE
NATIONAL RECREATION SYSTEMS, INC.

SHEET NAME
6 / 8BA.1

BLEACHER BRACING VIEW
PRINTED NAME:________________________________________

SIGNATURE:____________________________________________

TITLE:_________________________________________________

1.TYP. ALUMINUM X-BRACE WITH:
(1) 1 1/2" X 1" X 3/16" & (1) 3/16" X 1 1/4" FLAT BAR.

LOCATE AT ALTERNATE BAYS

2.TYP. ALUMINUM SPACER BRACE (STRAIGHT)
BRACING (1) L 1" x 1 1/2" x 3/16"
6'
6'
6'
ROW 3
ROW 3

1.CLOSED BAY (X-BRACING)

2.OPEN BAY (SPACER BRACING)
3/8" x 1 1/4" HEX HD
BOLT & 3/8"

FLANGE NUT

TYP X-BRACING

BLEACHER FRAME

REAR OF

BLEACHER
FRAME

REAR GUARDRAIL

BRACKET

ATTACH GUARDRAIL

BRACKET TO REAR

OF BLEACHER FRAME
USING 3/8" x 1 1/4"

HEX HD BOLT &

FLANGE NUT
(TYP 4 PLACES)
NOTE: VERTICAL MUST BE

SQUARE TO ATTACHMENT

ARM OF BRACKET

REAR GUARDRAIL

BRACKET

GUARDRAIL VERTICAL
POST

ATTACH GUARDRAIL

VERTICAL POST TO

BRACKET USING
3/8" x 1 1/4" HEX HD
BOLT & 3/8" FLANGE
NUT (TYP 2 PLACES)
N.T.S.
1 TYP. BRACE CONN. - 1 1/4" BOLT
N.T.S.
2 REAR GUARDRAIL BRACKET ATTACH.

N.T.S.
3 REAR GUARDRAIL POST ATTACH.
1488 Bond Street, Suite 100
Naperville, Illinois 60563-6503
(P) 630.357.0540 (F) 630.357.0164
LARSON
LEI Comm No. 21250012.026

LIMITED TO STRUCTURAL DESIGN ONLY
6/26/2025

SECTION A-A
TYP. SEATING SECTION

THIS DRAWING AND ALL INFORMATION

CONTAINED HEREIN IS THE PROPERTY OF
NATIONAL RECREATION SYSTEMS, INC. AND

IS NOT TO BE REPRODUCED
0 DRAWN BY REVISION PAGE #
ADW

DESCRIPTION

PROJECT/SITE
DATE
6/23/2025
NA-0521STD_VP_41482 SUB STAMPS
N.T.S.

SCALE
NATIONAL RECREATION SYSTEMS, INC.

SHEET NAME
7 / 8EL.1

BLEACHER SECTION VIEW
PRINTED NAME:________________________________________

SIGNATURE:____________________________________________

TITLE:_________________________________________________

DATE:_________________________________________________
o APPROVED
o APPROVED AS NOTED*
o REVISE AND RESUBMIT
o REJECTED (CITE REASON FOR REJECTION)
* MAY RESULT IN ADDITIONAL REQUEST FOR DRAWING APPROVAL IF MARKUPS ARE NOT CLEAR TO NRS REPRESENTATIVE OR IF REQUESTED REVISION FALLS OUTSIDE THE SCOPE OF PROJECT QUOTE DOCUMENT. **ECONOMICAL MILL FINISH FOOT PLANK AND RISERS HAVE BEEN SPECIFIED ON THIS BLEACHER DESIGN. NRS WILL NOT BE RESPONSIBLE FOR

APPEARANCE OF MILL VS. ANODIZED
PLANK DIFFERS AS NOTED: MILL APPEARANCE = SHINY / ANODIZED APPEARANCE = SATIN. 1'-5"
2'-8"
4'-1"
(1) 2x10 MILL FOOT PLANK
ROWS 2 & 3
(2) 2x10 MILL

FOOT PLANK
ROWS 3 & 4
(2) 1x6 MILL

RISER PLANK

TOP ROW ONLY
(1) 1x6 MILL

RISER PLANK
ROW 3 ONLY
*RIDGES ON PLANK FACE REMOVED FOR CLARITY
1x6 PLANK
1x6 PLANK
3/16" POP
RIVET
1x6 SPLICE
2x10 PLANK
(UPSIDE DOWN)
2x10 PLANK
(UPSIDE DOWN)
3/16" POP RIVET TO
(1) PLANK ONLY.
4 REQUIRED

STAGGER
SPLICE
*END CAP REMOVED FOR CLARITY
5/16"

FLANGE NUT
5/16" x 1 1/2"

CARRIAGE BOLT
TYP. HOLD

DOWN CLIP
*END CAP REMOVED FOR CLARITY
5/16" x 1 1/2"

CARRIAGE BOLT
TYP. HOLD

DOWN CLIP
5/16"

FLANGE NUT
2x10 PLANK
(UPSIDE DOWN)
#8 x 1/2" S.S.

SCREW
2x10 ENDCAP
1x6 PLANK
(UPSIDE DOWN)
#8 x 1/2" S.S.

SCREW
1x6 ENDCAP
#8 x 1/2" S.S.

SCREW
2x10 PLANK
(UPSIDE DOWN)
DOUBLE 2x10
ENDCAP
1x6 PLANK
(UPSIDE DOWN)
DOUBLE 1x6
ENDCAP #8 x 1/2" S.S.

SCREW
DOUBLE 2x10 MILL

FOOT PLANK
1x6 MILL

RISER PLANK
2x10 ANODIZED
SEAT PLANK 8"
TYP.
1'-5"
TYP.
2' TYP.

N.T.S.
2 TYP. 1x6 PLANK ATTACHMENT
N.T.S.
3 TYP. 2x10 END CAP ATTACHMENT
N.T.S.
4 TYP. 1x6 END CAP ATTACHMENT
N.T.S.
5 DOUBLE 2x10 END CAP ATTACHMENT
N.T.S.
6 DOUBLE END CAP ATTACHMENT
N.T.S.
7 TYP. 2x10 SPLICE CONNECTION
N.T.S.
1 TYP. 2x10 PLANK ATTACHMENT
N.T.S.
8 TYP. 1x6 SPLICE CONNECTION
8'-3" FRAMING DEPTH
9'-412"
1488 Bond Street, Suite 100
Naperville, Illinois 60563-6503
(P) 630.357.0540 (F) 630.357.0164
LARSON
LEI Comm No. 21250012.026

LIMITED TO STRUCTURAL DESIGN ONLY
6/26/2025

VIEW B-B
SIDE GUARDRAIL POST ATTACH.PANEL CLAMP DETAIL PIPE COUPLER ATTACHMENT U-BOLT DETAILSIDE GUARDRAIL POST ATTACH.PANEL CLAMP DETAIL PIPE COUPLER ATTACHMENT U-BOLT DETAIL

THIS DRAWING AND ALL INFORMATION

CONTAINED HEREIN IS THE PROPERTY OF
NATIONAL RECREATION SYSTEMS, INC. AND

IS NOT TO BE REPRODUCED
0 DRAWN BY REVISION PAGE #
ADW

DESCRIPTION

PROJECT/SITE
DATE
6/23/2025
NA-0521STD_VP_41482 SUB STAMPS
N.T.S.

SCALE
NATIONAL RECREATION SYSTEMS, INC.

SHEET NAME
8 / 8EL.2
PRINTED NAME:________________________________________

SIGNATURE:____________________________________________

TITLE:_________________________________________________

BLEACHER END VIEW
**ECONOMICAL MILL FINISH FOOT PLANK AND RISERS HAVE BEEN SPECIFIED ON THIS BLEACHER DESIGN. NRS WILL NOT BE RESPONSIBLE FOR

APPEARANCE OF MILL VS. ANODIZED
PLANK DIFFERS AS NOTED: MILL APPEARANCE = SHINY / ANODIZED APPEARANCE = SATIN. 8'-3" FRAMING DEPTH
9'-458"
2'-38"
3'-912"
8'-716"

ALIGN UPPER ARM OF POST

W/ REAR EDGE OF SEAT

PLANK, THEN FIELD LOCATE
& DRILL Ø7/16" HOLE IN
PLANK (TYP 4 PLACES)

ATTACH POST THROUGH

END OF BLEACHER PLANK
USING 3/8" x 1 1/2"
CARRIAGE BOLTS & 3/8"

FLANGE NUTS

FOOT PLANK
SEAT
PLANK
TYP. SIDE

GUARDRAIL
POST

PANEL CLAMP
(EACH CLAMP HAS
2 HALVES)516" FLANGE NUT
516" x 1 12"

CARRIAGE BOLT ALUMINUM PIPING
* COUPLER INSERTS 3" INTO EACH

PIPE FOR SPLICING
3/16" POP RIVET

PIPE COUPLER

GD RAIL PIPE

GUARDRAIL
PIPE
516" U-BOLT W/
516" FLANGE NUT
8ft*lbs.

RAIL POST

ALIGN UPPER ARM OF POST

W/ REAR EDGE OF SEAT

PLANK, THEN FIELD LOCATE
& DRILL Ø7/16" HOLE IN
PLANK (TYP 4 PLACES)

ATTACH POST THROUGH

END OF BLEACHER PLANK
USING 3/8" x 1 1/2"
CARRIAGE BOLTS & 3/8"

FLANGE NUTS

FOOT PLANK
SEAT
PLANK
TYP. SIDE

GUARDRAIL
POST

PANEL CLAMP
(EACH CLAMP HAS
2 HALVES)516" FLANGE NUT
516" x 1 12"

CARRIAGE BOLT ALUMINUM PIPING
* COUPLER INSERTS 3" INTO EACH

PIPE FOR SPLICING
3/16" POP RIVET

PIPE COUPLER

GD RAIL PIPE

GUARDRAIL
PIPE
516" U-BOLT W/
516" FLANGE NUT
8ft*lbs.

RAIL POST
N.T.S.N.T.S.N.T.S.N.T.S.
4" MAX.

TYP. WELDED ALUMINUM

ANODIZED VERTICAL

PICKET PANEL
TYP. U-BOLT
TYP. PANEL CLAMP
TYP. U-BOLT
3'-6"
RP-ASL_VP/RP-ASR_VP
1488 Bond Street, Suite 100
Naperville, Illinois 60563-6503
(P) 630.357.0540 (F) 630.357.0164
LARSON
LEI Comm No. 21250012.026

LIMITED TO STRUCTURAL DESIGN ONLY
6/26/2025

Larson Engineering, Inc.
1488 Bond Street, Suite 100
Naperville, IL 60563-6503
630.357.0540 Fax: 630.357.0164
www.larsonengr.com

Carlsbad Veterans Memorial Park 5 Row
San Juan Capistrano, CA
Structural Calculations

Book 1 of 1
Calculation Release #1

Prepared for
National Recreational System, Inc

Larson Engineering, Inc.

Naperville, Illinois
Project Number 21250012.026

Larson Engineering, Inc.
1488 Bond Street, Suite 100
Naperville, IL 60563-6503
630.357.0540 Fax: 630.357.0164
www.larsonengr.com
Load Determination

Job Name: Carlsbad Veterans Memorial Park
Job Number:

Date: 6/25/2025
Larson Engineering of Illinois Eng: NB
1488 Bond Street, Suite 100
Naperville, Illinois 60563
630.357.0540 Fax: 630.357.0164
www.larsonengr.com
Bleacher:

No. of Rows 5
Total Width of
Bleacher 21.00 ft
6 ft
Per Section Analyzed:

DL= 10 psf DL= 60 plf
LL Structure= 100 psf LL Structure= 600 plf
LL Seat= 120 plf LL Seat= 720 lb
Sway ┴ = 10 #/ft/row Sway ┴ = 60 lb Per Footboard
Sway ║ = 24 #/ft/row
Wind Load= see following calc
Seismic Load= see following calc
21250012.024
Tributary Width to Support
Carlsbad Veteran Memorial Park
Design Loads:

BLEACHER ANALYSIS: STRUCTURAL CALCULATIONS ARE BASED ON DRAWINGS BY NATIONAL RECREATIONS SYSTEMS, INC. DATED 06/23/2025

Job Name:Carlsbad Veterans Memorial Park
Job Number:

Date: 6/25/2025
Larson Engineering of Illinois Eng: NB
1488 Bond Street, Suite 100
Naperville, Illinois 60563
630.357.0540 Fax: 630.357.0164
www.larsonengr.com
Per ASCE 7-16
V= 102 mph (Fig. 26.5-1)
C (§ 26.7.3)
zg =900 ft
Cf =1.35 (Fig. 29.4-1)a =9.5
G = 0.85 (§ 26.9.1)
Height to Bottom of Bleacher = 0 ft
@ Bleacher
H = 4.00 ft
Length= 21.0 ft
Kz =0.85 (Tbl. 29.3-1)
Kzt =1.00 (Fig. 26.8-1)
Kd =0.85 (Tbl. 26.6-1)
Ke =1.00 (Section 26.9)
Bleacher

22.6 psf (Eq. 29.3-1)

25.9 psf (Eq. 29.4-1)
Supports 6' o.c.:0.6*Fwind =93 plf
pf=0.7*Ce*Ct*Is*pg
Ce 1
Ct 1.2
Is 1.1
pg 0 psf
pf=0 psf
Seismic Loads:

Per ASCE 7-16, Chapter 15:

SDS=0.942
W= 60.0 plf 10psf per 6ft section
Ie=1.25
R= 1.25
Ω = 2
Cs = SDS/(R/Ie) = 0.94
F = CsW=56.52 plf (Eq. 15.4-5)
Supports 6' o.c.:

0.7*Fseismic =39.56 plf
Flatroof Snow Load
21250012.024
Wind Loads:

Exposure =
q = 0.00256KzKztKdV2I
F = qzGCfAf

ASCE Hazards Report
Address:

San Juan Capistrano
California,
Standard:ASCE/SEI 7-16 Latitude:33.501873
Risk Category:III Longitude:-117.66282
Soil Class:D - Default (see
Section 11.4.3)
Elevation:118.62641311034955 ft
(NAVD 88)
Wind
Results:

Wind Speed 102 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 77 Vmph
100-year MRI 82 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Jun 10 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability =

0.000588, MRI = 1,700 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 3 ends

Carlsbad City CouncilOctober 21, 2025

Carlsbad City Council
October 21, 2025